Design and Application Guidelines

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D1.0

TABLE OF CONTENTS (Chapter D1)KINETICS SEISMIC ENGINEERING RELEASE DATE: 10/1/03

CHAPTER D1

SEISMIC BUILDING CODE REVIEW

TABLE OF CONTENTS

Purpose, Extent and Limitations of Analysis D1.1

Referenced Standards D1.2

Overview of Analytical Methods Used D1.3

Static vs Dynamic Modeling Techniques D1.4

Required Calculation Input D1.5

Understanding Standard Calculation Output D1.6

Understanding non-Standard Calculation Output D1.7

General Assumptions and Disclaimer D1.8

Kinetics Noise Control © 2003

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www.kineticsnoise.com/SeismicBook/Pdfs/D1/D1.1 - Purpose, Extent and Limitations.pdf

www.kineticsnoise.com/SeismicBook/Pdfs/D1/D1.1 - Purpose, Extent and Limitations.pdf

www.kineticsnoise.com/SeismicBook/Pdfs/D1/D1.2 - Referenced Standards.pdf

www.kineticsnoise.com/SeismicBook/Pdfs/D1/D1.2 - Referenced Standards.pdf

www.kineticsnoise.com/SeismicBook/Pdfs/D1/D1.3 - Overview of Analytical Methods Used.pdf

www.kineticsnoise.com/SeismicBook/Pdfs/D1/D1.3 - Overview of Analytical Methods Used.pdf

www.kineticsnoise.com/SeismicBook/Pdfs/D1/D1.4 - Static vs Dynamic Modeling.pdf

www.kineticsnoise.com/SeismicBook/Pdfs/D1/D1.4 - Static vs Dynamic Modeling.pdf

www.kineticsnoise.com/SeismicBook/Pdfs/D1/D1.5 - Required Calculation Input.pdf

www.kineticsnoise.com/SeismicBook/Pdfs/D1/D1.5 - Required Calculation Input.pdf

www.kineticsnoise.com/SeismicBook/Pdfs/D1/D1.6 - Understanding Std Calc Output.pdf

www.kineticsnoise.com/SeismicBook/Pdfs/D1/D1.6 - Understanding Std Calc Output.pdf

www.kineticsnoise.com/SeismicBook/Pdfs/D1/D1.7 - Understanding Non Std Cert Output.pdf

www.kineticsnoise.com/SeismicBook/Pdfs/D1/D1.7 - Understanding Non Std Cert Output.pdf

www.kineticsnoise.com/SeismicBook/Pdfs/D1/D1.8 - General Assumptions and Disclaimer .pdf

www.kineticsnoise.com/SeismicBook/Pdfs/D1/D1.8 - General Assumptions and Disclaimer .pdf




DOCUMENT:

D1.1

PURPOSE, EXTENT AND LIMITATIONS OF A SEISMIC ANALYSISPAGE 1 OF 1 RELEASE DATE: 09/02/04

PURPOSE, EXTENT AND LIMITATIONS OF A SEISMIC ANALYSIS

The primary purpose for a seismic analysis with regard to equipment, piping, ductworkand conduit is to offer a degree of confidence to the Engineer of Record that a competentindividual has reviewed the application, specified appropriate componentry anddocumented that, properly installed, it is in compliance with code and specificationrequirements.

There are many inherent limitations as to the extent of such an analysis. The primarylimitation is that, by law, an Engineer can only take responsibility for those componentsover which he has direct control or knowledge. The typical items that are addressed in ananalysis are the determination of design seismic forces, the resulting reactions at therestraint connections to the structure (if the equipment remains rigid) and the capabilitiesof the hardware and anchorage to resist those forces.

The capabilities of equipment to withstand seismic forces must be determined by eitherthe equipment manufacturer or by an independent party that has access to all of thetechnical information relative the equipment. As to it’s structural durability, all materialstrengths, thicknesses, geometry and operating loads must be accounted for and addedto the seismic load requirements. The issue becomes more complex when continuedoperation of the equipment is mandated. As the ability of an independent party to obtainthis information is extremely limited, the manufacturer must normally address theequipment durability issues.

There are also building structural issues that must be considered. These relate to theability of the building structure to withstand the local seismic forces placed on it by theequipment. In a similar fashion to the equipment, to properly analyze these factors, adetailed knowledge of both the building structure and the loads anticipated in thatstructure during a seismic event must be considered. These must be added to the forcesgenerated by the equipment. As there is no one else with access to this information, thisanalysis falls into the domain of the Structural Engineer of Record.

Finally, in order for the system to work, it is assumed that all of the componentry isproperly installed. Critical information on the installation of the various parts is providedand frequently once installed, it is extremely difficult to determine if the appropriateprocedures were followed. As a result, after the fact inspections are based only on whatcan be observed in the final installation and are not comprehensive. The responsibility forfollowing the appropriate procedures falls to the installation contractor with possibleoversight by an independent on site observer.


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REFERENCED STANDARDSPAGE 1 OF 2 RELEASE DATE: 9/24/03

REFERENCED STANDARDS

Listed below are the significant documents referenced and or used in the creation of thismanual.

ACI (American Concrete Institute) 318-02 Building Code Requirements for StructuralConcrete, 2002

ASCE (American Society of Civil Engineers) 7-98 Minimum Design Loads for Buildingsand Other Structures, 1998

ASCE (American Society of Civil Engineers) 7-02 Minimum Design Loads for Buildingsand Other Structures, 2002

ASD (Allowable Stress Design) National Design Specification for Wood ConstructionManual (American Forest and Paper Association / American Wood Council) 1999

ASHRAE (American Society of Heating, Refrigeration and Air-Conditioning Engineers)HVAC Application Handbook, 2003

ASHRAE (American Society of Heating, Refrigeration and Air-Conditioning Engineers)RP-812 A Practical Guide to Seismic Restraint, 1999

BOCA (Building Officials and Code Administrators) National Building Code, 1996 andAmendments

FEMA (Federal Emergency Management Agency) FEMA 412 Installing Seismic Restaintsfor Mechanical Equipment, 2002

FEMA (Federal Emergency Management Agency) FEMA 413 Installing Seismic Restaintsfor Electrical Equipment, 2004

FEMA (Federal Emergency Management Agency) FEMA 414 Installing Seismic Restaintsfor Ducts and Pipe, 2004

IBC (International Building Code) (International Code Council), 2000

IBC (International Building Code) (International Code Council), 2003

NFPA (National Fire Protection Association) NFPA 13 Installation of Sprinkler Systems,1999

NRC-CNRC (National Research Council – Canada) National Building Code of Canada,1995


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D1.2

REFERENCED STANDARDSPAGE 2 OF 2 RELEASE DATE: 9/16/04

SBC (Standard Building Code) (Southern Building Code Congress International), 1997and Amendments

TI-809-04 (US Army Corps of Engineers) Seismic Design for Buildings, 1998

UBC (Uniform Building Code) (International Conference of Building Officials), 1997 andAmendments


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D1.3

OVERVIEW OF ANALYTICAL METHODS USEDPAGE 1 0F 6 RELEASE DATE: 9/24/03

OVERVIEW OF ANALYTICAL METHODS USED

Unless otherwise specified, the analyses performed by Kinetics Noise Control are basedon a worst case statically applied load and assume that the equipment being restrained isrigid. These assumptions are in compliance with code parameters and with theapplication of appropriate factors, address dynamic forces to the various structuralelements involved as well.

Generally speaking, this analysis models a piece of restrained equipment as a rigid bodywith a lateral and possibly vertical load as defined by the code applied to its center ofgravity. The application of these loads generates forces at the equipment restraints,which can eventually be reconciled to anchor loads. As the wave front angle for theearthquake is unknown, this analysis work must ensure that the design loads are appliedin the directions which will generate the highest forces in the anchors.

There are several types of reactive loads that result from the analysis of a typical piece ofequipment. A horizontal shear load, an imbalance load, a vertical uplift load, anoverturning load and the static deadweight load. The interaction between these results inworst case combinations at each restraint point.

SHEAR LOAD ANALYSIS

The most obvious restraint loading that occurs during a seismic event is the horizontalforce that is generated by the lateral load. In its simplest case this results in the lateralload being split among the restraints. If the center of gravity of the equipment is alignedwith the geometric center of the restraints, the split will be equal as shown in Figure 1.

Figure 1

IMBALANCED LOAD ANALYSIS

More frequently, the unit center of gravity is not aligned with the geometric center. Whenthis is the case, an imbalanced load is generated which needs to be combined with theshear loads previously discussed. Figure 2 shows that the method of analyzing this


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situation is to treat the horizontal shear load at each restraint as a function of the massthat is associated with them.

Figure 2

OVERTURNING LOAD ANALYSIS

The accurate modeling of overturning forces is critical in determining the vertical forces towhich the restraints are exposed. In the simple case where the center of gravity iscoincident with the geometric center of the system and with four restraints, the verticalcomponents are a simple function of the height of the center of gravity and the restraintspacing (Figure 3).

Figure 3

In the case of a system with more than four restraints, the number of points that can beconsidered to share the overturning load becomes a function of clearance that may bepresent. Note in Figure 4, that with no clearance, resistance to the overturning load willoccur at every restraint location. The most common type of installation that exhibits thisproperty is a rigidly bolted system.


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Figure 4

In systems that have more than four restraints and contain restraints that maintain anoperating clearance, only the end restraints can be considered effective in resistingoverturning loads. With this type of restraint, some elastomeric snubbing must be presentto prevent impact loading and resulting force amplification. In some cases, if the snubbingpads are thick enough and the operating clearance small enough, some load sharing maybe present, but in general this effect is minimal. This is clearly illustrated in Figure 4.

LOAD DIRECTION ANALYSIS

Because the direction of the seismic load is unknown, it is necessary to determine theworst case overturning load at each restraint point based on any possible load direction.The method used by Kinetics Noise Control is to set up a mathematical model of theequipment arrangement and then index the application angle of the design seismic forcefor the full 360 degrees of possible application angles in 1-degree increments. At eachincrement, the overturning load for each point is computed and the worst case loadencountered at each restraint point is used in the analysis.

Figure 5


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OTHER SIGNIFICANT FACTORS

Before a mathematical model can be built, there are several other key hardware factorsthat need to be accounted for. These factors relate to specific snubber or system designsthat can have a major impact on the final restraining loads.

SINGLE DIRECTION SNUBBERS

Figure 6A shows a system using four single direction lateral restraints. Because this typeof restraint only restrains a single direction lateral load, they must be used in sets of four.Some versions of these include a vertical snubbing pad for uplift loads. Although theseare then biaxial restraints, they behave very similarly. It is important to note that sinceeach restraint only works in a single direction, that any restraint must absorb the entirelateral force by itself.

MULTI-DIRECTION SNUBBERS

In contrast to this, the same unit fitted with four multi-axial restraints will produce anaverage lateral load per restraint equal to 1/4 of the total load. This results in a series ofrestraints, which can be significantly smaller than what would be required for singledirection components (Figure 6B).

Figure 6


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OPEN SPRING ISOLATORS

When restraining vertical loads, there are two distinct types of restraints that can be used.The first of these I will call an open or non-contained spring isolator. This is one in whichthe spring bears against the floor and the anchor bolts have the possibility of absorbingthe spring load. An illustration of this is shown in Figure 7 (Labeled “OPEN”).

CONTAINED SPRING ISOLATORS

Another more common type of restrained spring isolator is one, which I will call acontained spring isolator. In this type, the spring load is contained within the restrainthousing. The net result is that the anchor bolts, while still required to resist the equipmentloading, do not have to absorb any additional loading that may be generated by thespring. This is shown in Figure 7 (Labeled “CONTAINED”).

To illustrate this point more clearly, The first illustration in Figure 7 shows the two types ofisolators under normal load. Note that in either case the anchors are effectively unloaded.If the equipment weight is now suddenly removed, the situation occurs that is illustrated inthe second illustration. In this case nearly all the spring load is transferred directly to theanchor bolts in the open case, but the anchors are still unloaded in the contained one.

Figure 7


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SEPARATE SNUBBERS

A quick review of systems which incorporate spring supports and independent snubberswill show that they perform in the same manner as those which use open spring isolators.These cases are illustrated in the right half of Figure 7.

MODEL GENERATION

Two static models are set up for a given piece of equipment. One would be an X-axismodel and the other a Y-axis version. In these models, all translational, vertical andoverturning loads are accounted for including factors for the center of gravity offsets ineach of the two major axes. The input load can be considered to be applied in anydirection and X and Y components are extracted from it.

Using the above concept and generating loads for each restraint point based on the loadangle discussed earlier. The angle is incremented from 0 to 360 degrees, generating theresulting forces at each restraint point for each angle. The worst case force at eachrestraint location is then stored and used for the evaluation of the restraint at that location.

RESTRAINT ANALYSIS

Up to now, the analysis has been limited to the entire system. It now becomes necessaryto use the loads developed for each restraint location to determine the adequacy of eachrestraint.

In general each restraint behaves like a small piece of equipment with its own horizontal,vertical and overturning components. Because these parameters are clearly defined foreach restraint however, these factors can be boiled down to a capacity chart listing themaximum vertical, lateral and combined capacity of the restraint. These values aredifferent for anchorage to concrete or attachment to steel. The previously computedforces are then compared to the restraint limits to ensure their adequacy.


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D1.4

STATIC vs DYNAMIC MODELINGPAGE 1 OF 3 RELEASE DATE: 9/16/04

STATIC vs DYNAMIC MODELING

The basic format for tests and/or analyses of seismic resistant systems follow one of thefollowing two primary paths, static or dynamic modeling. Within these major categoriesthere are a myriad of detailed approaches that will not be addressed here. Instead, thisdocument will focus on the significant differences between the static and dynamic models,what can be gained from each and when one might be preferred over another.

The static analysis involves applying a force either mathematically to a mathematicallymodeled system or to apply an actual force to a physical model. This force must beapplied in the direction that will generate the largest possible static forces in theequipment, the equipment anchorage and the restraint. The force at that restraint is thenmeasured or computed for comparison to the statically rated capacity of the restraint, theequipment, the anchorage device or the local load conditions on the structure. In order touse this analysis to address the forces that occur in a dynamic situation, like anearthquake, a factor (or series of factors) is then applied to the computed forces. Thesefactors have been “fine tuned” with experience and currently offer a high degree ofconfidence. Unfortunately, these amplified factors can only be directly related to thestructural performance of the system.

In a dynamic analysis, a time varying input force is used. The force is generated fromhistorical ground acceleration data from an earthquake that has properties that areexpected to be similar to those that would be experienced at the proposed project site.The amplitude of this profile is adjusted upward or downward to provide peaks thatcoincide with the seismic design values for the project.

In the case of equipment, if the study is done analytically, a model that not only addressesthe basic geometry of the system, but also models the dynamic cushioning in the restraintdevice itself is needed. If an actual sample is tested, samples of the equipment, restraintsand anchorage systems as well as a shake table large enough to mimic the appropriateseismic accelerations are necessary. In addition, the dynamic input forces mustaccurately portray not only the expected earthquake, but must also accurately account forthe direction of the wave front and the impact of dynamic factors in the structure.

On the surface, it is obvious that a dynamic test will be considerably more expensive thanwould be a static one. In order for it to be justified in the practical world, there is arequirement that if offers a fair trade-off in value to the end user.

Dynamic modeling has been most commonly used with regard to building structures andwith systems were failure can result in serious danger or loss of life (Nuclear facilities forexample). With regard to the building structures themselves, there are several factorsthat allow dynamic models to offer easily justified benefits. First, the cost of the analysis,compared to the cost of the structure, is relatively low. In addition, since buildings aregenerally “one-offs”, they normally include extensive individualized design work specific to


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the application anyway and as such, frequently are already “modeled”. An additionalfactor specific to a structure is that the consequences of failure, from a life-safetystandpoint, are significant. Finally, from a cost/benefit side, the use of a dynamic modelcan open the potential to reduce or simplify the structure and can actually reduce its cost.

With regard to those applications involving the potential for extremely hazardous materialrelease, cost is not even an issue. It is critical to all concerned that the system isanalyzed in absolutely the best way possible. Both static and dynamic modeling methodsshould be used and conservative factors applied to the result.

Hospitals and other facilities that must remain operational after a seismic event pose moreof a dilemma. The dynamic analysis of the structure can often be justified as notedabove, however the mechanical equipment inside can be a problem. Of primary concernis the current requirement identified in the IBC and TI-809-04 codes for critical equipmentto remain operational. This means that not only must the equipment be structurallysubstantial enough to ride out an event, but also that its internals must be tough enoughthat the tremor will not generate internal mechanical failures. There is no practical way tomodel this statically. Instead, the individual equipment component parts must bedesigned to accept significant forces within allowable fatigue limits. This type of analysisis common for vehicles or other devices that are subject to dynamic loads, but is notcommonly used in the design of static equipment. The only other option would be toperform substantial dynamic testing over a wide input spectrum (both in frequency anddirection) on existing equipment. This would likely cost considerably more than the valueof the equipment itself.

Note that the above also holds true for those pieces of equipment in non-criticalstructures, but who’s continued operation after a seismic event would be needed toensure life-safety.

Benefits of a static analysis become clear in non-critical applications. Here, the use ofstatic techniques and appropriate factors offer conservative, easily documented andrepeatable results that can confirm the structural durability of the equipment andanchorage for minimal cost. In these cases (where continued operation of the equipmentis not required), life safety can be addressed simply by applying a conservative staticanalysis.

In these applications, if the potential cost or downtime that might result from internaldamage to this equipment is a significant issue, features could be added internally by themanufacturers for minimal cost that could increase the confidence level of continuedoperation greatly. The key here is that the cost to offer a 90% chance of success wouldonly be a fraction of the cost that would be required to guarantee success.

Over the long term, it is likely that equipment designed to be installed in seismically activeareas, will become more robust and will be designed to meet some reasonable fatigue


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criteria. Once this becomes common practice, much of the need to perform detaileddynamic analyses or testing of this equipment will likely disappear.

Currently, the best “value” is to perform static analyses with the inclusion of appropriatefactors on all equipment installations. The resulting forces can be used to validate thecapability of the equipment to remain in place during an appropriate seismic event.

Where it is necessary to certify the continued operation of the equipment as well, currentpractice is that it be dynamically tested or analyzed. At best, this is not comprehensiveand requires that all factors are appropriately accounted for, that the actual ground forcesexperienced are similar to those assumed in type, frequency and magnitude and that theunit in the field behaves at least as well as the unit in the lab.

Better than the dynamic qualification test however, is that the equipment should be“designed” to withstand all anticipated and factored forces expected on its internalcomponents within the fatigue limits of the materials that make it up and with somereasonable additional safety factor.


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D1.5

REQUIRED CALCULATION INPUTPAGE 1 OF 2 RELEASE DATE: 10/11/04

Required Calculation Input

There are several pieces of information that are required for Kinetics Noise Control toperform an analysis on an equipment installation. Some of this information is projectand/or code related and some is equipment related. The input requirements will varydepending on the project building code.

The appropriate building code for the project is required and is the first piece ofinformation to be determined, as it governs everything else. Since the codes vary withtime and local jurisdiction, and because there are periods during which it may be possibleto use different codes for the same project, it is critical that the code, and code version,used are consistent with the project requirements.

More recent codes require project site data that impacts the seismic design forces. Thisincludes soil type and, in the 97 UBC, the type and proximity of the nearest fault. Thisdata is not something that can be quickly pulled from a map, and as such is not somethingthat it is available to anyone offsite who is attempting to perform an analysis.

The end use of the building also needs to be identified. Factors are assigned in thecourse of the analysis based on the end use, and the project impact (safety and/or cost)can be significant if the wrong factors are used.

Once the general information is identified, specific information relative to the equipmentand system is required. Besides the obvious geometric and weight data for theequipment (height, width, length, weight, approximate center of gravity location, andlocations of any mounting hardware), generic material as to what type of equipment it isand whether its continued function is needed for life safety must be determined. The95 NBC (Canada), 97 UBC, 2000 IBC, 2003 IBC and TI-809-04 all require that themounting elevation of the equipment relative to the roof height of the structure be knownas well.

In some cases, some of the required data must be estimated. Kinetics Noise Control willattempt to do this conservatively, and in so doing the net result is a more conservativeanalysis and potentially costly installation. While attempts are made to make “reasonable”and “conservative” estimates, it remains the responsibility of others to compare thesevalues to the actual equipment and indicate to Kinetics Noise Control if somethingappears to be inconsistent. All values used in the analysis are provided on the output; theresponsibility to review this data will normally fall to the general contractor or the engineerof record.

To aid in collecting the appropriate information to perform analyses, the following checklisthas been developed and should be filled out for each piece of equipment addressed bythe project.


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REQUIRED CALCULATION INPUTPAGE 2 OF 2 RELEASE DATE: 10/11/04

Seismic ChecklistGeneral Data:Project:_____________________________________________Date:_________Seismic Code:

o SBC o UBC o BOCA o UBC (Calif) o IBCo NBC-Canada o Other _____________________________

Code Year of issue:o 1993 o 1994 o 1995 o 1996 o 1997 o 2000o 2003 o Other _____________________

Accel factor or Proj location (Av, v, Z, or SDS (.2 Sec Response Accel)):_____________Optional Minimum “G” factors from Spec:_________Horiz, __________Vert

Building Use:______________________________________________________Total Occupancy:___________________________________________________

Addition data for 1997 UBCIf Av = .4, provide distance to nearest fault and source type.o <= 2 km o > 2 km ,< 10 km o > 10 kmo A (Frequent Lrg Magnitude) o B (Other) o C (Rare Sml Magnitude)

Addition data for 2000 IBC, TI-809-04Equipment Importance Factor (Ip):________Failure of this Equipment will result in a life safety issue:

o Yes o NoAddition data for 1997 UBC, IBC and TI-809-04 codes only:

Soil Type:o Sa (Hard Rock) o Sb (Rock)o Sc (Dense Soil/Soft Rock)o Sd (Stiff Soil) o Se (Soft Soil) o Sf (Other-Backfill, etc.)

Provide detail data on soil conditions if Sf selected.Addition data for the NBC-Canada Code only:

Foundation Factor:Failure of this Equipment can release Hazardous Materials: o Yes o No

Tag Data:Equipment Location in Building:

o At or Below Gradeo Above Gradeo If 1997 UBC, IBC, TI-809-04 or NBC Roof Elevation _______

Equipment Mounting Elevation_______Type of Equipment:___________Equipment Weight: ___________Height from base of Equipment to Vertical CG:_______________

The Equipment will be attached to:o Concrete Anchors o Through Bolt to Steel or Concrete o Weldedo Bolt to Wood (Thickness, width, and type of wood required.) Include structuraldrawings if available showing unit location with respect to structural members.

Equipment Geometry (Include Drawing)


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UNDERSTANDING KNC’S STANDARD CERTIFICATION OUTPUTPAGE 1 OF10 RELEASE DATE: 5/17/04

UNDERSTANDING KNC’ S STANDARD CERTIFICATION OUTPUT

Most of the seismic and wind certifications performed by Kinetics Noise Control will bedone using proprietary analytical software and will generate a report in the format shownon the following pages. In cases that cannot be modeled using this software, the resultswill be obtained using customized spreadsheet documents that will vary in formatdepending on the analysis involved.

This section will provide insight and understanding of the data presented using thestandardized computer-generated format.

There will always be at least one output sheet per seismic calculation. If specialanchorage is required, a second sheet indicating the special anchorage requirements willbe added. If wind is also an issue, and a wind analysis was requested, a third document(for standard anchorage) and possibly a fourth (for special anchorage) would be includedas well.

In all cases, the output documents will have three portions. The upper half of the sheetindicates the information input into the program. The second segment indicates theprogram outputs, and the last segment lists special notes that are applicable.

Seismic Certification Document (A)All standard seismic certifications will include the (A)-type document. It can be identifiedby the (A) in the top right corner and the word Seismic included in the title.

Input DataLooking first at the input data, there are several key areas that are grouped together asfollows:


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UNDERSTANDING KNC’S STANDARD CERTIFICATION OUTPUTPAGE 2 OF 10 RELEASE DATE: 5/17/04

General project data is generally across the top of the document. Included is thereference purchase order number from Kinetics Noise Control in the top left-hand corner.Below this is the name assigned to the project by Kinetics Noise Control, therepresentative’ s name, reference to the representative’ s purchase order number, and thedate that the certification was performed.

Also listed is the code used to perform the analysis and any overriding horizontal andvertical seismic design acceleration coefficients, if specified.

For some codes, the soil type, fault type, and fault proximity come into play and if they areapplicable they are listed as shown above.

The next data segment is specifically related to the particular equipment installation beingcertified. In the figure below, the location of this information has been indicated.

For ease of reference, the tag data listed at the top right-hand corner as well as on thethird line refers to the component being evaluated.

Within the body of the text a name for the equipment is listed along with the tagidentification and below this is the mounting arrangement. In this case, the mounting isidentified as Base Mounted, Common Support/Restraint Loc. This indicates that theequipment is mounted at its base (typically to the floor) and that the restraints andsupports are at the same locations (meaning that if isolated, combinationisolator/restraints are used, or if hard mounted, that the unit is bolted down and restrained


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with the same hardware). Other options that may be listed are:

Base Mounted, Different Support/Restraint Loc. (for separate isolators & restraints)Base Mounted, 4 Isolators/2 Restraints (where 2 restraints are located at the equipment

centerline)Hanging, Common Support/Restraint Loc. (where equipment is hung with 4 or more rods

and is restrained at the same points)Hanging, Different Support/Restraint Loc. (where equipment is hung with 4 or more rods

and is restrained at different points)Hanging, 2 Supports/4 Restraints (where equipment is hung on 2 hanger rods and is

restrained with 4 restraint cables).

Listed on the right side of the certification are Code G (ASD) and Conc Ancs (ASD)values. These are the computed seismic force values used by the program to determinethe forces at the restraint points expressed in ASD (Allowable Stress Design or WorkingStress based) units. Code G is the basic design force and is used to evaluate componentcapacity and through-bolted anchorage. Conc Ancs includes additional factors that mustbe used to evaluate anchorage to concrete. The (H/V) terms are the horizontal andvertical force components.

Weight, geometry, and equipment specific seismic design factors are the last items thatfall into this segment of the input data. Wgt (weight) is the operating weight of theequipment. Elev-Roof/Equip is the relative elevation of the equipment in the structure tothe roof elevation and is required only by some codes.

Seismic factors Ap, Ss, I, Rp s/c are the factors drawn from the code and are used to


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compute the previously discussed seismic force values. The names of these terms willvary from code to code, but they will always be found in this location on the certificationdocument. Where s/c appears, this indicates that different values are used for through-bolted (s for steel) and anchored to concrete (c for concrete) connections.

Values for A, B, ex, and ey are identified in the schematic. These represent the spacingbetween the outermost restraint elements and the assumed offset in the center of gravityof the system. When the restraint components are independent of the supports, thevalues a and b will also be listed. In the sketch, support points are represented by O’ sand restraint points by X’ s.

The last item that relates to the equipment data is the height (Hgt). The value here is thevertical distance between the equipment center of gravity and the restraint contact point.With hanging equipment, two values will be listed. The first is the vertical distancebetween the equipment center of gravity and the restraint connection point and thesecond is the distance between the restraint connection point and the elevation at whichthe hanger rods connect to the equipment.

Moving on to the installation sketch:

The diagram represents schematically the general layout of the equipment. Restraintpoints are labeled 1, 2, 3, etc. and the previously discussed dimension locations areidentified. If the equipment has more than 4 restraint points, the sketch will show addedrestraint locations at the midpoint of the long axis; however, the actual number ofrestraints will be listed under the restraint data heading.

In some cases, there may be 2 restraints grouped in each corner. If this is the case the


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schematic drawing will reflect that condition.

The last segment listed in the input data portion of the certification is the restraint datasection.

Listed here is information on the total number of restraints and the number visible on eachside (or axis). Also identified is the restraint type and assumed anchor embedment depth(in bolt diameters) for concrete anchors.

Finally, by location (as shown on the sketch) the model of the restraint is identified. Ifmore than 4 restraints, the smallest of the remaining restraints is listed after the headingOther. For hard-mounted applications, the restraints will be identified as Solid. If cablerestrained, the cable quantity and size will be identified.

Output DataThis section of the certification is broken into 2 major subdivisions. First is a summary ofthe design loads used at each restraint location.


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If more than 4 restraints are used on a piece of equipment, a final column will appearlabeled Other. The data displayed will be the worst-case condition of those restraints notlisted as 1 through 4.

Listed here is the static load (deadweight), the worst-case uplift load condition, the worst-case horizontal load condition, and the effective corner weight used when consideringoverturning factors. If the system is a hanging system, the maximum tensile load in thecable (based on an angle of 45 degrees to the horizontal) is listed instead of the effectivecorner weight. All seismic forces as presented are based on the G-forces appropriate forthrough-bolted or welded connections. Higher G-forces, as noted at the top of the sheet,are, however, used by the program when appropriate if computing safety factors forconcrete anchors.

Note: If evaluating or independently analyzing special concrete anchorage conditions,where a 2:1 factor is required (IBC, 97 UBC, TI809-04), the forces listed must beincreased as follows. Horizontal forces should be doubled. The effective corner weightshould be subtracted from the maximum uplift force and the result added to the maximumuplift force to determine a new uplift component. In addition, the restraint geometry mustbe accounted for as the listed forces act at the snubbing location of the restraint andforces at the anchors can be considerably different. (This is only required for evaluatingthe anchorage.)

The effective corner weight differs from the static load in that it is the force required at thatcorner to “ lift” the equipment (if the equipment is assumed to be rigid). For example, it willtake the same force to lift the corner of a table with 4 legs as it will to lift a corner of thesame table if 10 legs are added somewhere in the middle. While the centrally locatedlegs spread the load out from a support standpoint, they do not share the load whenresisting rocking motions.

The lower section of the output data segment presents restraint and hardware capacityinformation as shown below.

This information will vary depending on the restraint components used, but in general itwill present safety factors for the restraint component used, through-bolt size and quantity


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(if through bolted), anchor size, quantity and embedment (if anchored to concrete), andthrough-bolt/anchor safety factors. If a hanging system is used, the worst-casecompressive load in the hanger rod is also identified.

Data presented in the “ Other” column reflects worst-case loading in conjunction with thesmallest “ Other” restraint and as such is a worst-case condition for the remainingcomponents.

All safety factors listed must exceed 1.0 to have a valid installation with the followingexception. In cases where only the concrete anchor safety factor is less than 1.0, anoversized base plate can be provided to allow higher capacity. In these cases, a secondcertification sheet labeled (B) will be included and will address this condition.

NotesThe final segment of the certification document is comprised of general notes and thestandard disclaimer.

The notes will vary with the restraint devices used and the application, but will in generaloffer the following added information.

Weld sizes that can be used as an option to bolting when appropriate for the restraintdevices are listed.

When one or more of the concrete anchor safety factors is less than 1.0, a note indicatingthat Sheet B will be included and information addressing the need for an oversizedbaseplate will appear.

Additional notes relating to allowable cable angles, A-307 hardware requirements, andedge distances for concrete anchors are also included when appropriate.

General Comments on Document (A)Often, due to a lack of comprehensive input data, Kinetics Noise Control engineers willconservatively estimate the center of gravity location. While estimating a dimension ormagnitude for this isn’ t unreasonable, the direction of the imbalance is almost always


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unknown. Because of this, unless the direction of the imbalance is clearly stated (relativeto features on the equipment that are spelled out) the worst-case computed cornerrestraint condition should be assumed for all corner locations.

Seismic Certification Document (B)When appropriate and as indicated above, the seismic certifications will include the (B)-type document. It can be identified by the (B) in the top right corner and the word Seismicincluded in the Title.

While it is formatted in the same manner and includes much the same information as the(A) document, it contains detailed information relating to the capacity of the requiredoversize base plate and additional anchors.

Input DataThe only difference between the (A)- and (B)-documents within the input data section isthat the schematic equipment layout sketch is changed to show the size and layout of therequired oversize base plate.

Information on the on the bolt pattern, anchor size, overall dimensions, and weld locationsare all presented in a readable format.

Output DataThe first portion of the output data (which indicates the loads at the restraint points)remains unchanged from the (A)-Document. Information on the modified anchoragearrangement is, however, new.


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Listed will be the quantity and size of the anchors, the required anchor embedment depth,and the resulting anchorage safety factor for each location.

NotesAdditional notes are provided that relate directly to the oversized base plate and theanchors that go with them.

Wind Certification Document (A)

When requested, Kinetics Noise Control will perform an additional wind certification. It isvery similar to the seismic certification and can be identified by the (A) in the top rightcorner and the words Wind Load included in the title.

Input Data

The areas where there are differences between the wind load input data and the seismicload input data are indicated above.


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The seismic G-forces listed in the seismic certification are replaced by a design windpressure. In addition, the length, width, and height of the restrained equipment areindicated.

All of the remaining input information remains the same.

Output DataThe output data format is exactly the same as the output data in the seismic certification.The only difference is that the values listed are the result of the wind load and not of theseismic load.

As with the seismic certification, the possibility exists in a wind application that concreteanchorage may be inadequate. If this is the case, a (B)-document similar to the (B)-seismic document is generated.

Wind Certification Document (B)Without going into great detail, the difference between the (B)-wind certification documentand the (A)-wind certification document is identical to the differences between the (B)-seismic document and the (A)-seismic document. Refer back to the earlier comments forfurther clarification.


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UNDERSTANDING NON-STANDARD CERTIFICATION OUTPUTPAGE 1 OF 2 RELEASE DATE: 9/17/04

UNDERSTANDING NON-STANDARD CERTIFICATION OUTPUT

There are periodically equipment applications that do not fit well into the automatedseismic computation programs developed by Kinetics Noise Control. This holds true forothers that perform this service as well. This section of the manual indicates the minimummaterial that should be expected to be included in the output document, from KineticsNoise Control or from any other reputable organization.

This data comprises those items that must be verified by the end user to ensure that theappropriate information was provided, was understood and was used. Because of thenumber of links in the chain, miscommunication in this area is common and failure to dovalidate this data can make the certification invalid.

It also provides input that should be used by the equipment manufacturer and the buildingstructural engineer to ensure that the durability of the equipment and locally, of thestructure, is adequate to withstand the seismic inputs.

Echoed Input Data

First there should be a list of assumed inputs. Overall, there should be a listing of theproject, any reference order numbers to which the certification applies and the date thecalculation was performed. In addition, global parameters like the Code used, the groundacceleration coefficient, the soil type, any appropriate fault factors and Importance factorsshould be listed. If there are over-riding design accelerations included in the spec, theseshould be defined as well.

This data is necessary to communicate to all concerned which code was applied and whatfactors were either provided to the individual doing the calculation or were assumed bythem. The date should be included as changes are sometimes required in the field andcalculations need to be re-run. If there are multiple calculations that end up in a job file,the date offers a historical link as to which calculation is valid.

Moving on to the application specific information, there should be a listing of theEquipment Importance factor (if different from the structure), assumed or dictatedequipment elevation data, equipment type (by definition), mounting parameters andoverall geometric and weight data. The parameters used here can significantly impact theperformance of the system and frequently are not fully disclosed to the individualperforming the analysis. Items such as CG locations, elevations in the structure, life-safety assumptions, and even weights are often not clear. Even when provided, thisinformation often comes in piecemeal via phone, fax or separate email correspondence.Because the individual has no direct control over the accuracy of the input information, itis critical that it be echoed back to ensure that the data applied makes sense to the user.


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UNDERSTANDING NON-STANDARD CERTIFICATION OUTPUTPAGE 2 OF 2 RELEASE DATE: 9/17/04

Computed Output Information

The minimum output material that must be offered to the end user as a result of thecomputation is the following:

1) The computed Seismic load (in G’s) appropriate for the particular piece of equipmentin question.

2) A selection of a restraint device (or devices) including model, size, quantity, generalarrangement and specific locations.

3) The maximum expected horizontal and vertical forces at those devices resulting fromthe application of a “worst case” seismic load.

4) Confirmation that the restraint device is adequate in size to withstand the loads.5) If anchored to concrete and an oversized baseplate is required, the size of that

baseplate.6) Minimum size and embedment depth of anchors for concrete applications.7) If required, identification of anchor type (Wedge or Undercut).8) If bolted to steel, the minimum acceptable size of attachment bolts.9) If welded to steel, the minimum size of welds required to make the connection.10) An installation sketch or schematic orienting the equipment.

A Seismic Calculation Assumptions and Disclaimer Document

This critical document spells out in detail, what is and what is not addressed by thecertification. In addition, it indicates what assumptions may have been made in puttingthe analysis together. Lastly, it indicates to whom this information should be forwarded toensure that all facets relating to the acceptability of the installation are addressed.

Stamped or Sealed Coversheet

A dated coversheet listing the certification document by Tag and indicating the name ofthe individual who performed the certification along with their Professional Engineeringseal must also be included. If there is only one calculation, in lieu of a coversheet, thecertification document itself can include this information.


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GENERAL ASSUMPTIONS AND DISCLAIMERPAGE 1 OF 2 RELEASE DATE: 10/29/03

Seismic and Wind CertificationGeneral Assumptions and Disclaimer

All Seismic and Wind Certifications performed by Kinetics Noise Control, Inc., and/or itsassociates, unless clearly stated otherwise in the body of that certification document, willbe performed in accordance with the assumptions and disclaimers identified herein.Loads ConsideredThe loads considered in this certification are limited to those forces described in theseismic portion of the specified code for the project. If Kinetics Noise Control is nototherwise informed, the most recent version of the appropriate code will be used. Windwill not be considered during the analysis unless it is specified to be included in theseismic certification request. In the absence of wind velocity and the appropriate factors,Kinetics Noise Control will use 35 PSF as a wind load requirement. If this is notadequate, it is the responsibility of the Design Professional of Record to notify KineticsNoise Control.

Extent of the CertificationThe certification addresses those items that directly restrain a component or piece ofequipment and are provided by Kinetics Noise Control. It includes the attachment weld,anchor or bolt that is required to affix the restraint to the building structure, or third-partysupport structure, and extends through the weld or bolt that attaches the restraint to therestrained component or piece of equipment. An example of a third-party supportstructure is a sheet metal roof curb or equipment rail or base not provided by KineticsNoise Control. The certification does not cover the capabilities of the building structure orthird-party support structure to withstand the seismic loading, nor does it cover the abilityof the equipment, component or component frame to structurally withstand these sameforces. Provided in the certification are the design horizontal and vertical loads at theattachment locations that can be used by others to evaluate the ability of the building orthird-party support structure or piece of equipment to withstand these loads.Determination of the applicability of the certification design loads to a specific projectremains the responsibility of the Design Professional of Record.

Equipment DataThe equipment weight, geometry, and CG data used to perform the certification havebeen provided to Kinetics Noise Control by others, no attempt has been made by KineticsNoise Control to verify its accuracy and it is up those providing the information to do so.Where CG data is not provided, associates of Kinetics Noise Control will attempt to makereasonable yet conservative estimates as to the magnitude of any imbalance, although itmust be recognized that the direction of the imbalance is often unknown. Unless theequipment orientation is obvious from the diagram in the certification document, it shouldbe assumed that the orientation is not known. Under these conditions, the worst-caserestraint, attachment and/or anchorage selection indicated for any particular location mustbe used for all locations.


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GENERAL ASSUMPTIONS AND DISCLAIMERPAGE 2 OF 2 RELEASE DATE: 10/29/03

Equipment DurabilityKinetics Noise Control and its associates make no representations as to equipmentdurability and its ability to survive a seismic event and remain functional.

InstallationWhere detailed installation procedures are not addressed in KNC-provideddocumentation, all seismic hardware and components must be installed in conformancewith FEMA 412, 413, and 415. Free copies are available from FEMA (1-800-480-2520) orthrough Kinetics Noise Control.

Equipment, Restraint, and Component Attachment HolesFor seismic restraint, it is necessary that any attachment bolts positioned in the pathbetween the equipment to be restrained and the building structure be a tight fit with theirmating holes (the hole is to be not more than 1/16” in diameter larger than the attachmentbolt). In the case of Kinetics Noise Control-supplied restraint components, attachmentsafety factors are based on hardware sized per the above. In the case of directlyattached equipment, the hardware and components provided by Kinetics Noise Controlare the minimum required to withstand the seismic loading. If attachment holes in theequipment exceed the recommendation above, the attachment hole is to be sleeved orgrouted to bring its effective diameter down to not more than 1/16” larger than theattachment hardware used.

Anchor Capacity and Edge DistancesAll anchor load allowables are based on ICBO test data and assume full anchorembedment in 3000 psi concrete and a minimum spacing between the anchor centerlineand the edge of the slab into which it is sunk in accordance with the included anchoragedata. The anchor data used is appropriate for the anchors provided by Kinetics NoiseControl, unless otherwise noted. Under some conditions as noted in the calculations,undercut anchors may be required

StampsStamped documents are intended to support the Engineer of Record on the project. If theproject is located in an area for which Kinetics does not have a valid PE license, thedocuments will be stamped with a valid out-of-state seal. This practice is intended solelyto indicate that a competent individual has reviewed the document. It is not intended toimply that the licensee is legally empowered to practice in the jurisdiction of the project.

GeneralKinetics Noise Control, Inc., and its associates guarantees that we will use that degree ofcare and skill ordinarily exercised under similar conditions by reputable members of ourprofession to determine restraint and/or attachment safety factors based on customer-supplied input data. No other warranty, expressed or implied, is made or intended.


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D2.0

TABLE OF CONTENTS (Chapter D2)SEISMIC BUILDING CODE REVIEW RELEASE DATE: 03/05/04

CHAPTER D2

SEISMIC BUILDING CODE REVIEW

TABLE OF CONTENTS

Understanding the 2000 IBC Code D2.1

IBC 2000 Piping Restraint Rules D2.2

IBC 2000 Ductwork Restraint Rules D2.3

BOCA 1996/SBC 1997 Piping Restraint Rules D2.4

BOCA 1996/SBC 1997 Ductwork Restraint Rules D2.5

UBC 1997 Piping Restraint Rules D2.6

UBC 1997 Ductwork Restraint Rules D2.7

Evaluating Seismic Requirements in Specifications D2.8

National Building Code of Canada Requirements D2.9

Other Referenced Standards (OSHPD, VISCMA, SMACNA) D2.10


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www.kineticsnoise.com/SeismicBook/Pdfs/D2/D2.1 - Understanding IBC 2000.pdf

www.kineticsnoise.com/SeismicBook/Pdfs/D2/D2.1 - Understanding IBC 2000.pdf

www.kineticsnoise.com/SeismicBook/Pdfs/D2/D2.2 - IBC Piping Rules .pdf

www.kineticsnoise.com/SeismicBook/Pdfs/D2/D2.2 - IBC Piping Rules .pdf

www.kineticsnoise.com/SeismicBook/Pdfs/D2/D2.3 - IBC Ductwork Rules.pdf

www.kineticsnoise.com/SeismicBook/Pdfs/D2/D2.3 - IBC Ductwork Rules.pdf

www.kineticsnoise.com/SeismicBook/Pdfs/D2/D2.4 - BOCA-SBC Piping Rules.pdf

www.kineticsnoise.com/SeismicBook/Pdfs/D2/D2.4 - BOCA-SBC Piping Rules.pdf

www.kineticsnoise.com/SeismicBook/Pdfs/D2/D2.5 - BOCA-SBC Ductwork Rules.pdf

www.kineticsnoise.com/SeismicBook/Pdfs/D2/D2.5 - BOCA-SBC Ductwork Rules.pdf

www.kineticsnoise.com/SeismicBook/Pdfs/D2/D2.6 - UBC Piping Rules.pdf

www.kineticsnoise.com/SeismicBook/Pdfs/D2/D2.6 - UBC Piping Rules.pdf

www.kineticsnoise.com/SeismicBook/Pdfs/D2/D2.7 - UBC Ductwork Rules.pdf

www.kineticsnoise.com/SeismicBook/Pdfs/D2/D2.7 - UBC Ductwork Rules.pdf

www.kineticsnoise.com/SeismicBook/Pdfs/D2/D2.8 - Evaluating Requirements .pdf

www.kineticsnoise.com/SeismicBook/Pdfs/D2/D2.8 - Evaluating Requirements .pdf

www.kineticsnoise.com/SeismicBook/Pdfs/D2/D2.9 - Canadian Building Code.pdf

www.kineticsnoise.com/SeismicBook/Pdfs/D2/D2.9 - Canadian Building Code.pdf

www.kineticsnoise.com/SeismicBook/Pdfs/D2/D2.10 - Other Referenced Standards .pdf

www.kineticsnoise.com/SeismicBook/Pdfs/D2/D2.10 - Other Referenced Standards .pdf

KINETICS™ Guide to Understanding IBC Seismic for MEP

TABLE OF CONTENTSPAGE 1 of 3 D2.1 – 0.0

Toll Free (USA Only): 800-959-1229 RELEASED ON: 05/06/2008International: 614-889-0480FAX 614-889-0540World Wide Web: www.kineticsnoise.comE-mail: [email protected]

Dublin, Ohio, USA Mississauga, Ontario, Canada Member

TABLE OF CONTENTS

Section TitleD2.1 – 1.0 IntroductionD2.1 – 2.0 Seismic Restraint Basics for Pipe and Duct

D2.1 – 2.1 Introduction

D2.1 – 2.2 Building Use – Nature of Occupancy

D2.1 – 2.3 Site Class

D2.1 – 2.4 Mapped Acceleration Parameters

D2.1 – 2.5 Seismic Design Category

D2.1 – 2.6 SummaryD2.1 – 3.0 Component Importance Factor


D2.1 – 3.2 Criteria for Assigning a Component Importance Factor

D2.1 – 3.3 SummaryD2.1 – 4.0 General Exemptions and Requirements


D2.1 – 4.2 Exemptions for Seismic Design Categories A and B

D2.1 – 4.3 Exemptions for Seismic Design Category C

D2.1 – 4.4 Exemptions for Seismic Design Categories D, E, and F

D2.1 – 4.5 “Chandelier” Exemption

D2.1 – 4.6 Component Size Relative to the Building Structure

D2.1 – 4.7 Reference Documents

D2.1 – 4.8 Allowable Stress Design

D2.1 – 4.9 Submittals and Construction Documents

D2.1 – 4.10 Equipment Certification for Essential Facilities

D2.1 – 4.11 Consequential or Collateral Damage

D2.1 – 4.12 Flexibility of Components and Their Supports and Restraints

D2.1 – 4.13 Summary







Section TitleD2.1 – 5.0 Exemptions for Piping Systems


D2.1 – 5.2 The 12 Rule

D2.1 – 5.3 Single Clevis Supported Pipe in Seismic Design Categories A and B

D2.1 – 5.4 Single Clevis Supported Pipe in Seismic Design Category C

D2.1 – 5.5 Single Clevis Supported Pipe in Seismic Design Categories D, E, and F

D2.1 – 5.6 Exemptions for Trapeze Supported Pipe per VISCMA Recommendations

D2.1 – 5.6.1 Trapeze Supported Pipe in Seismic Design Categories A and B

D2.1 – 5.6.2 Trapeze Supported Pipe in Seismic Design Category C

D2.1 – 5.6.3 Trapeze Supported Pipe in Seismic Design Category D

D2.1 – 5.6.4 Trapeze Supported Pipe in Seismic Design Categories E and F


D2.1 – 6.0 Exemptions for HVAC DuctworkD2.1 – 6.1 Introduction

D2.1 – 6.2 The 12 Rule

D2.1 – 6.3 Size Exemption

D2.1 – 6.4 Further Exemptions for Ductwork

D2.1 – 6.5 Restraint Allowance for In-Line Components

D2.1 – 6.6 SummaryD2.1 – 7.0 Exemptions for Electrical


D2.1 – 7.2 “Implied” Blanket Exemption Based on Component Importance Factor

D2.1 – 7.3 Conduit Size Exemptions

D2.1 – 7.4 Trapeze Supported Electrical Distribution Systems

D2.1 – 7.5 SummaryD2.1 – 8.0 Seismic Design Forces


D2.1 – 8.2 Horizontal Seismic Design Force







Section TitleD2.1 – 8.3 Vertical Seismic Design Force

D2.1 – 8 .4 The Evolution of Pa and PR Factors

D2.1 – 8.5 LRFD versus ASD

D2.1 – 8.6 SummaryD2.1 – 9.0 Anchorage of MEP Components to the Building Structure


D2.1 – 9.2 General Guidelines for MEP Component Anchorage

D2.1 – 9.3 Anchorage in (Cracked) Concrete and Masonry

D2.1 – 9.4 Undercut Anchors

D2.1 – 9.5 Prying of Bolts and Anchors

D2.1 – 9.6 Power Actuated or Driven Fasteners

D2.1 – 9.7 Friction Clips





INTRODUCTIONPAGE 1 of 2 D2.1 – 1.0



INTRODUCTION

The purpose of this manual is to provide design professionals, contractors, and building officials

responsible for the MEP, Mechanical, Electrical, and Plumbing, with the information and guidance

required to ensure that the seismic restraints required for a specific project are selected and/or

designed, and installed in accordance with the provisions code. This guide will be written in

several easily referenced sections that deal with specific portions of the code.

This guide is based on the International Building Code (IBC). The 2000 IBC and the 2003 IBC are

very similar, and in fact are almost identical. When they are referenced in this manual, it will be as

2000/2003 IBC. The latest version of the IBC that is currently being adopted by the various states

is 2006 IBC. This is the version that will form the core basis for this manual. When appropriate the

differences between the 2006 IBC and the 2000/2003 IBC will be pointed out. The intent is to have

a working guide that is based on the current 2006 IBC, but is also relevant to the 2000/2003 IBC.

The code based requirements for the restraint of pipe and duct are found in the following

references.

1. 2007 ASHRAE HANDBOOK – Heating, Ventilating, and Air-Conditioning Applications;

American Society of Heating, Refrigerating and Air-Conditioning Engineers, Inc., 1791 Tullie

Circle, N.E. Atlanta, GA 30329, 2007; Chapter 54 Pp 54-11 and 54-12.

2. 2000 International Building Code; International Code Council, 5203 Leesburg Pike, Suite

708, Falls Church, Virginia, 22041-3401; 2000.

3. ASCE 7-98 Minimum Design Loads for Buildings and Other Structures; American Society of

Civil Engineers, 1801 Alexander Bell Drive, Reston, Virginia 20191-4400, Chapter 9.

4. 2003 International Building Code; International Code Council, Inc., 4051 West Flossmoor

Road, Country Club Hills, Illinois 60478-5795; 2002.

5. ASCE/SEI 7-02 Minimum Design Loads for Buildings and Other Structures; American

Society of Civil Engineers, 1801 Alexander Bell Drive, Reston, Virginia 20191-4400, Chapter

9.







6. 2006 International Building Code; International Code Council, Inc., 4051 West Flossmoor

Road, Country Club Hills, Illinois 60478-5795; 2006.

7. ASCE/SEI 7-05 Minimum Design Loads for Buildings and Other Structures; American

Society of Civil Engineers, 1801 Alexander Bell Drive, Reston, Virginia 20191-4400,

Chapters 1, 2, 11, 13, 20, and 21.

8. SMACNA, Seismic Restraint Manual – Guidelines for Mechanical Systems with Addendum

No. 1 2nd Edition; Sheet Metal and Air Conditioning Contractors’ National Association, Inc.,

4201 Lafayette Center Drive, Chantilly, Virginia 20151-1209, 1998.

9. UNIFIED FACILITIES CRITERIA (UFC) – Seismic Design for Buildings; United States

Department of Defense Document UFC 3-310-03A, 1 March 2005; Table 3-3, Pp 3-13 – 3-

17.

The selection and installation of the proper seismic restraints for MEP systems requires good

coordination with the design professionals and contractors involved with the building project. A

good spirit of cooperation and coordination is especially required for projects that have been

designated as essential facilities, such as hospitals, emergency response centers, police and fire

stations. Coordination between the various design professionals and contractors will be a constant

theme throughout this guide. This coordination is vital for the following reasons.

1. The seismic restraints that are installed for a system can and will interfere with those of

another unless restraint locations are well coordinated.

2. The space required for the installed restraints can cause problems if non-structural walls

need to be penetrated, or other MEP components are in the designed load path for the

restraints.

3. The building end of the seismic restraints must always be attached to structure that is

adequate to carry the code mandated design seismic loads. It is the responsibility of the

structural engineer of record to verify this.




REQUIRED BASIC PROJECT INFORMATIONPAGE 1 of 15 D2.1 – 2.0



REQUIRED BASIC PROJECT INFORMATION

D2.1 – 2.1 Introduction:

As with any design job, there is certain basic information that is required before seismic restraints

can be selected and placed. The building owner, architect, and structural engineer make the

decisions that form the basis for the information required to select the seismic restraints for the

pipe and duct systems in the building. This is information that should be included in the

specification and bid package for the project. It also should appear on the first sheet of the

structural drawings. For consistency, it is good practice to echo this information in the specification

for each building system, and on the first sheet of the drawings for each system. In this fashion,

this information is available to all of the contractors and suppliers that will have a need to know.

D2.1 – 2.2 Building Use – Nature of Occupancy (Section 1.5) [Section 1.5]1:

How a building is to be used greatly affects the level of seismic restraint that is required for the

MEP (Mechanical, Electrical, and Plumbing) components. In the 2006 IBC the building use isdefined through the Occupancy Category, which ranges from I to IV. Occupancy Category I is

applied to buildings where failure presents a low hazard to human life. At the other end of the

range, Occupancy Category IV is applied to buildings which are deemed to be essential. In the

previous two versions of the IBC (2000/2003), the building use was defined though the SeismicUse Group which varied from I to III. Table 1-1 of ASCE 7-98/02 and ASCE 7-05 describes which

types of buildings are assigned to which Occupancy Category. Table 2-1 below summarizes the

information found in Tables 1-1 and 9.1.3 of ASCE 7-98/02 and Table 1-1 of ASCE 7-05, and ties

the Seismic Use Group from the previous versions of the IBC to the Occupancy Category. The

nature of the building use, or its Occupancy Category, is determined by the building owner and the

architect of record.

1 References in brackets (Section 1.5) and [Section 1.5] apply to sections, tables, and/or equations in ASCE 7-98/02ASCE 7-05 respectively which forms the basis for the seismic provisions in 2000/2003 IBC and 2006 IBC respectively.







Table 2-1; Building Use vs. Occupancy Category & Seismic Use Group (Table 1-1, Table 9.1.3)[Table 1-1]

OccupancyCategory

2000/2003& 2006

IBC

SeismicUse

Group2000/2003

IBC

Building Use or Nature of Occupancy

I

Buildings and structures in which failure would pose a low hazard to human life. Thesebuildings include, but are not limited to:Ø Agricultural buildings and structures.Ø Certain temporary buildings and structures.Ø Minor storage buildings and structures.

II

I

Buildings and structures that are not listed as Occupancy Category I, III, or IV. Also,cogeneration power plants that do not supply power to the national power grid.

III II

Buildings and structures, in which failure would pose a substantial hazard to human life, havethe potential to create a substantial economic impact, and/or cause a mass disruption of day-to-day civilian life. These buildings include, but are not limited to:Ø Where more than 300 people congregate in one area.

Ø Daycare facilities with a capacity greater than 50.Ø Elementary and Secondary school facilities with a capacity greater than 250 and

colleges and adult educational facilities with a capacity greater than 500.Ø Healthcare facilities with 50 or more resident patients that do not have surgery or

emergency treatment facilities.Ø Jails, prisons, and detention facilities.Ø Power generation stations.Ø Water and sewage treatment facilities.Ø Telecommunication centers.

Buildings and structures which are not in Occupancy Category IV which contain enough toxicor explosive materials that would be hazardous to the public if released.

IV III

Buildings and structures which are designated as essential facilities which include but are notlimited to:Ø Hospitals & healthcare facilities with surgical or emergency treatment facilities.Ø Fire, rescue, ambulance, police stations, & emergency vehicle garages.Ø Designated emergency shelters.Ø Facilities designated for emergency preparedness & response.Ø Power generating stations and other public utilities required for emergency response

and recovery.Ø Ancillary structures required for the continued operation of Occupancy Category IV

buildings and structures.Ø Aviation control towers, air traffic control centers, and emergency aircraft hangers.Ø Water storage facilities and pumping stations required for fire suppression.Ø Buildings and structures required for national defense.Ø Buildings and structures that contain highly toxic and/or explosive materials in

sufficient quantity to pose a threat to the public.







D2.1 – 2.3 Site Class – Soil Type (Sections 9.4.1.2.1, 9.4.1.2.2) [Section 11.4.2 & Chapter 20]:

The Site Class is related to the type of soil and rock strata that directly underlies the building site.

The Site Class ranges from A to F progressing from the stiffest to the softest strata. Table 2-2 lists

the various Site Classes and their corresponding strata.

Generally the structural engineer is responsible for determining the Site Class for a project. If the

structural engineer’s firm does not have a geotechnical engineer on staff, this job will be

contracted to a geotechnical firm. The Site Class is determined in accordance with the references

stated above from ASCE 7-98/02 and ASCE 7-05. The site profile is normally obtained by drilling

several cores on the property. If there is insufficient information concerning the soil properties,

then the default Site Class D is assigned to the project.

Table 2-2; Site Class vs. Soil Type (Table 9.4.1.2) [Table 20.3-1]

Site Class Soil TypeA Hard RockB RockC Very Dense Soil & Soft RockD Stiff Soil (Default Site Class)E Soft Clay Soil

F Liquefiable Soils, Quick Highly Sensitive Clays, Collapsible Weakly Cemented Soils, & etc.These require site response analysis.

D2.1 – 2.4 Mapped Acceleration Parameters (Sections 9.4.1.2.4 & 9.4.1.2.5) [Sections 11.4.3& 11.4.4 and Chapters 21 & 22]

The United States Geological Survey, USGS, has mapped all of the known fault lines in the United

States and its possessions. They have assigned ground level acceleration values to each location

based on the Maximum Considered Earthquake, MCE, for two earthquake periods, 0.2 sec and

1.0 sec, at 5% damping. The mapped values are listed in terms of %g, where 1g is 32.2 ft/sec2,

386.4 in/sec2, 9.8 m/sec2. The long period values are generally applied to the buildings and other







structures since they react more strongly to the long period excitation due to their relatively high

mass and low stiffness. The code specifies the use of short period values when evaluating non-

structural components, which include pipe and duct, as they respond more strongly to the short

period excitation due to their relatively low mass and high stiffness.

The Mapped Acceleration Parameters are available in ASCE 7-98/02 for 2000/2003 IBC and

ASCE 7-05 for 2006 IBC, or may be obtained from the USGS cataloged by ZIP Code. The short

period Mapped Acceleration Parameter is usually denoted as SS and the Long period Mapped

Acceleration Parameter is denoted as 1S . Note that the values for SS and 1S may be different for

2000/2003 IBC and 2006 IBC. Be sure the correct values are being used for the code that is in

force in your jurisdiction.

Special Note: For the purpose of making preliminary estimates, the long and short period

mapped acceleration parameters for selected U. S. cities are given in Table 2.4, and for selected

international cities in Table 2.5. Please be aware that these values do not necessarily represent

the maximum acceleration values that may occur in the named cities. For the U. S. cities please

refer to the data compiled by the USGS by ZIP CODE. For international locations, local geological

assessments should be sought from reputable sources at that location.

The Site Class information is then used to determine the Design Spectral Acceleration

Parameters, DSS and 1DS , for the short and long period MCE respectively. Equations 2-1 and 2-2

may be used to estimate the Design Spectral Acceleration Parameters.

SaDS SFS32

= Equation 2-1 (9.4.1.2.4-1) [11.4-3]

And







11 32 SFS vD = Equation 2-2 (9.4.1.2.4-2) [11.4-5]

Where:

aF = the short period Site Coefficient which is listed in Table 2-5. The values for aF which correspond

to values of SS that fall between those listed in Table 2-5 may be obtained through linear

interpolation.

vF = the long period Site Coefficient which is listed in Table 2-6. The values for vF which correspond

to values of 1S that fall between those listed in Table 2-6 may be obtained through linear

interpolation.

DSS = the Design Short Period Spectral Acceleration Parameter which has been corrected for the

Site Class.

1DS = the Design Long Period Spectral Acceleration Parameter which has been corrected for the

Site Class.

SS = the Mapped Short Period Acceleration Parameter for the MCE @ 5% damping.

1S = the Mapped Long Period Acceleration Parameter for the MCE @ 5% damping.

If not otherwise listed for the project, the structural engineer should be contacted for the values

of DSS and 1DS . These values are not only required to determine the design accelerations, but also

to determine the Seismic Design Category for the building, which will be discussed next.







Table S2-3; Mapped Acceleration Parameters for Selected U.S. Cities2000/2003 IBC & 2006 IBC

SS S1 SS S1State, City ZIP

CODE 20002003 2006 2000

2003 2006State, City ZIP

CODE 20002003 2006 2000

2003 2006

Alabama ------- ------ ------ ------ ------ Illinois ------- ------ ------ ------ ------Birmingham 35217 0.33 0.31 0.12 0.10 Chicago 60620 0.19 0.17 0.07 0.06

Mobile 36610 0.13 0.12 0.06 0.05 Moline 61265 0.14 0.14 0.06 0.06Montgomery 36104 0.17 0.16 0.08 0.07 Peoria 61605 0.18 0.18 0.09 0.08Arkansas ------- ------ ------ ------ ------ Rock Island 61201 0.13 0.13 0.06 0.06Little Rock 72205 0.48 0.50 0.18 0.16 Rockford 61108 0.17 0.15 0.06 0.06Arizona ------- ------ ------ ------ ------ Springfield 62703 0.27 0.29 0.12 0.11Phoenix 85034 0.23 0.19 0.07 0.06 Indiana ------- ------ ------ ------ ------Tucson 85739 0.33 0.29 0.09 0.08 Evansville 47712 0.82 0.72 0.23 0.21

California ------- ------ ------ ------ ------ Ft. Wayne 46835 0.17 0.15 0.06 0.06Fresno 93706 0.76 0.78 0.30 0.29 Gary 46402 0.18 0.16 0.07 0.06

Los Angeles 90026 1.55 2.25 0.60 0.83 Indianapolis 46260 0.18 0.19 0.09 0.08Oakland 94621 1.98 1.97 0.87 0.77 South Bend 46637 0.12 0.12 0.06 0.05

Sacramento 95823 0.59 0.64 0.23 0.25 Kansas ------- ------ ------ ------ ------San Diego 92101 1.61 1.62 0.86 0.82 Kansas City 66103 0.12 0.13 0.06 0.06

San Francisco 94114 1.50 1.61 0.86 0.82 Topeka 66614 0.19 0.17 0.06 0.05San Jose 95139 2.17 1.60 0.78 0.60 Wichita 67217 0.14 0.14 0.06 0.05

Colorado ------- ------ ------ ------ ------ Kentucky ------- ------ ------ ------ ------Colorado Springs 80913 0.18 0.22 0.06 0.06 Ashland 41101 0.22 0.19 0.09 0.07

Denver 80239 0.19 0.21 0.06 0.06 Covington 41011 0.19 0.18 0.09 0.08Connecticut ------- ------ ------ ------ ------ Louisville 40202 0.25 0.25 0.12 0.10

Bridgeport 06606 0.34 0.27 0.09 0.06 Louisiana ------- ------ ------ ------ ------Hartford 06120 0.27 0.24 0.09 0.06 Baton Rouge 70807 0.14 0.12 0.06 0.05

New Haven 06511 0.29 0.25 0.08 0.06 New Orleans 70116 0.13 0.11 0.06 0.05Waterbury 06702 0.29 0.25 0.09 0.06 Shreveport 71106 0.17 0.15 0.08 0.07Florida ------- ------ ------ ------ ------ Massachusetts ------- ------ ------ ------ ------

Ft. Lauderdale 33328 0.07 0.06 0.03 0.02 Boston 02127 0.33 0.28 0.09 0.07Jacksonville 32222 0.14 0.14 0.07 0.06 Lawrence 01843 0.38 0.33 0.09 0.07

Miami 33133 0.06 0.05 0.02 0.02 Lowell 01851 0.36 0.31 0.09 0.07St. Petersburg 33709 0.08 0.07 0.04 0.03 New Bedford 02740 0.26 0.22 0.08 0.06

Tampa 33635 0.08 0.07 0.03 0.03 Springfield 01107 0.26 0.23 0.09 0.07Georgia ------- ------ ------ ------ ------ Worchester 01602 0.27 0.24 0.09 0.07

Atlanta 30314 0.26 0.23 0.11 0.09 Maryland ------- ------ ------ ------ ------Augusta 30904 0.42 0.38 0.15 0.12 Baltimore 21218 0.20 0.17 0.06 0.05Columbia 31907 0.17 0.15 0.09 0.07 Maine ------- ------ ------ ------ ------Savannah 31404 0.42 0.43 0.15 0.13 Augusta 04330 0.33 0.30 0.10 0.08

Iowa ------- ------ ------ ------ ------ Portland 04101 0.37 0.32 0.10 0.08Council Bluffs 41011 0.19 0.18 0.09 0.08 Michigan ------- ------ ------ ------ ------

Davenport 52803 0.13 0.13 0.06 0.06 Detroit 48207 0.12 0.12 0.05 0.04Des Moines 50310 0.07 0.08 0.04 0.04 Flint 48506 0.09 0.09 0.04 0.04

Iowa ------- ------ ------ ------ ------ Grand Rapids 49503 0.09 0.09 0.04 0.04Boise 83705 0.35 0.30 0.11 0.10 Kalamazoo 49001 0.12 0.11 0.05 0.05

Pocatello 83201 0.60 0.63 0.18 0.19 Lansing 48910 0.11 0.10 0.04 0.04







Table 2-3 Continued; Mapped Acceleration Parameters for Selected U.S. Cities2000/2003 IBC & 2006 IBC

SS S1 SS S1State, City ZIP

CODE 20002003 2006 2000

2003 2006State, City ZIP

CODE 20002003 2006 2000

2003 2006

Minnesota ------- ------ ------ ------ ------ Raleigh 27610 0.22 0.21 0.10 0.08Duluth 55803 0.06 0.06 0.02 0.02 Winston-Salem 27106 0.28 0.24 0.12 0.09

Minneapolis 55422 0.06 0.06 0.03 0.03 North Dakota ------- ------ ------ ------ ------Rochester 55901 0.06 0.06 0.03 0.03 Fargo 58103 0.07 0.08 0.02 0.02St. Paul 55111 0.06 0.06 0.03 0.03 Grand Forks 58201 0.05 0.06 0.02 0.02

Missouri ------- ------ ------ ------ ------ Ohio ------- ------ ------ ------ ------Carthage 64836 0.16 0.17 0.09 0.08 Akron 44312 0.18 0.17 0.06 0.05Columbia 65202 0.19 0.21 0.10 0.09 Canton 44702 0.16 0.14 0.06 0.05

Jefferson City 65109 0.22 0.23 0.11 0.10 Cincinnati 45245 0.19 0.18 0.09 0.07Joplin 64801 0.15 0.16 0.08 0.08 Cleveland 44130 0.20 0.19 0.06 0.05

Kansas City 64108 0.15 0.13 0.06 0.06 Columbus 43217 0.17 0.15 0.07 0.06Springfield 65801 0.21 0.22 0.10 0.10 Dayton 45440 0.21 0.18 0.08 0.07St. Joseph 64501 0.12 0.12 0.05 0.05 Springfield 45502 0.26 0.21 0.08 0.07St. Louis 63166 0.59 0.58 0.19 0.17 Toledo 43608 0.17 0.16 0.06 0.05

Mississippi ------- ------ ------ ------ ------ Youngstown 44515 0.17 0.16 0.06 0.05Jackson 39211 0.19 0.20 0.10 0.09 Oklahoma ------- ------ ------ ------ ------

Montana ------- ------ ------ ------ ------ Oklahoma City 73145 0.34 0.33 0.09 0.07Billings 59101 0.16 0.17 0.06 0.07 Tulsa 74120 0.16 0.16 0.07 0.07Butte 59701 0.74 0.65 0.21 0.20 Oregon ------- ------ ------ ------ ------

Great Falls 59404 0.29 0.26 0.09 0.09 Portland 97222 1.05 0.99 0.35 0.34Nebraska ------- ------ ------ ------ ------ Salem 97301 1.00 0.80 0.4 0.34

Lincoln 68502 0.18 0.18 0.05 0.05 Pennsylvania ------- ------ ------ ------ ------Omaha 68144 0.13 0.13 0.04 0.04 Allentown 18104 0.29 0.26 0.08 0.06

Nevada ------- ------ ------ ------ ------ Bethlehem 18015 0.31 0.27 0.08 0.07Las Vegas 89106 0.64 0.57 0.19 0.18 Erie 16511 0.17 0.16 0.05 0.05

Reno 89509 1.36 1.92 0.50 0.77 Harrisburg 17111 0.23 0.20 0.07 0.05New Mexico ------- ------ ------ ------ ------ Philadelphia 19125 0.33 0.27 0.08 0.06Albuquerque 87105 0.63 0.59 0.19 0.18 Pittsburgh 15235 0.13 0.13 0.06 0.05

Santa Fe 87507 0.62 0.54 0.19 0.17 Reading 19610 0.30 0.26 0.08 0.06New York ------- ------ ------ ------ ------ Scranton 18504 0.23 0.20 0.08 0.06

Albany 12205 0.28 0.24 0.09 0.07 Rhode Island ------- ------ ------ ------ ------Binghamton 13903 0.19 0.17 0.07 0.06 Providence 02907 0.27 0.23 0.08 0.06

Buffalo 14222 0.32 0.28 0.07 0.06 South Carolina ------- ------ ------ ------ ------Elmira 14905 0.17 0.15 0.06 0.05 Charleston 29406 1.60 2.19 0.45 0.56

New York 10014 0.43 0.36 0.09 0.07 Columbia 29203 0.60 0.55 0.19 0.15Niagara Falls 14303 0.31 0.28 0.07 0.06 South Dakota ------- ------ ------ ------ ------

Rochester 14619 0.25 0.21 0.07 0.06 Rapid City 57703 0.16 0.17 0.04 0.04Schenectady 12304 0.28 0.24 0.09 0.09 Sioux Falls 57104 0.11 0.11 0.04 0.03

Syracuse 13219 0.19 0.18 0.08 0.06 Tennessee ------- ------ ------ ------ ------Utica 13501 0.25 0.22 0.09 0.07 Chattanooga 37415 0.52 0.46 0.14 0.12

North Carolina ------- ------ ------ ------ ------ Knoxville 37920 0.59 0.53 0.15 0.12Charlotte 28216 0.35 0.32 0.14 0.11 Memphis 38109 1.40 1.40 0.42 0.38

Greensboro 27410 0.26 0.23 0.11 0.08 Nashville 49503 0.09 0.09 0.04 0.04







Table 2-3 Continued; Mapped Acceleration Parameters for Selected U.S. Cities2000/2003 IBC & 2006 IBC

SS S1State, City ZIP

CODE 20002003 2006 2000

2003 2006Texas ------- ------ ------ ------ ------Amarillo 79111 0.17 0.18 0.05 0.04Austin 78703 0.09 0.08 0.04 0.03

Beaumont 77705 0.12 0.10 0.05 0.04Corpus Christi 78418 0.10 0.08 0.02 0.02

Dallas 75233 0.12 0.11 0.06 0.05El Paso 79932 0.37 0.33 0.11 0.11

Ft. Worth 76119 0.11 0.11 0.06 0.05Houston 77044 0.11 0.10 0.05 0.04Lubbock 79424 0.10 0.11 0.03 0.03

San Antonio 78235 0.14 0.12 0.03 0.03Waco 76704 0.10 0.09 0.05 0.04Utah ------- ------ ------ ------ ------

Salt Lake City 84111 1.82 1.71 0.78 0.09Virginia ------- ------ ------ ------ ------Norfolk 23504 0.13 0.12 0.06 0.05

Richmond 23233 0.32 0.25 0.09 0.06Roanoke 24017 0.30 0.26 0.10 0.08

Vermont ------- ------ ------ ------ ------Burlington 05401 0.47 0.40 0.13 0.10

Washington ------- ------ ------ ------ ------Seattle 98108 1.56 1.57 0.54 0.54

Spokane 99201 0.38 0.40 0.09 0.11Tacoma 98402 1.24 1.22 0.40 0.42

Washington, D.C. ------- ------ ------ ------ ------Washington 20002 0.18 0.15 0.06 0.05Wisconsin ------- ------ ------ ------ ------Green Bay 54302 0.07 0.06 0.03 0.03Kenosha 53140 0.14 0.12 0.05 0.05Madison 53714 0.12 0.11 0.05 0.04

Milwaukee 53221 0.12 0.11 0.05 0.05Racine 53402 0.13 0.12 0.05 0.05

Superior 54880 0.06 0.06 0.02 0.2West Virginia ------- ------ ------ ------ ------

Charleston 25303 0.21 0.19 0.08 0.07Huntington 25704 0.23 0.20 0.09 0.07Wyoming ------- ------ ------ ------ ------

Casper 82601 0.38 0.39 0.08 0.08Cheyenne 82001 0.19 0.20 0.06 0.05

--------------------- ------- ------ ------ ------ --------------------------- ------- ------ ------ ------ --------------------------- ------- ------ ------ ------ --------------------------- ------- ------ ------ ------ ------







Table 2-4; Mapped Acceleration Parameters for Selected International CitiesUFC 3-310-03A (1 March 2005)

Country, City SS S1 Country, City SS S1 Country, City SS S1

AFRICA ------ ------ Kenya ------ ------ South Africa ------ ------Algeria ------ ------ Nairobi 0.62 0.28 Cape Town 1.24 0.56

Alger 1.24 0.56 Lesotho ------ ------ Durban 0.62 0.28Oran 1.24 0.56 Maseru 0.62 0.28 Johannesburg 0.62 0.28

Angola ------ ------ Liberia ------ ------ Natal 0.31 0.14Luanda 0.06 0.06 Monrovia 0.31 0.14 Pretoria 0.62 0.28Benin ------ ------ Libya ------ ------ Swaziland ------ ------

Cotonou 0.06 0.06 Tripoli 0.62 0.28 Mbabane 0.62 0.28Botswana ------ ------ Wheelus AFB 0.62 0.28 Tanzania ------ ------Gaborone 0.06 0.06 Malagasy Republic ------ ------ Dar es Salaam 0.62 0.28Burundi ------ ------ Tananarive 0.06 0.06 Zanzibar 0.62 0.28Bujumbura 1.24 0.56 Malawi ------ ------ Togo ------ ------

Cameroon ------ ------ Blantyre 1.24 0.56 Lome 0.31 0.14Douala 0.06 0.06 Lilongwe 1.24 0.56 Tunisia ------ ------

Yaounde 0.06 0.06 Zomba 1.24 0.56 Tunis 1.24 0.56Cape Verde ------ ------ Mali ------ ------ Uganda ------ ------

Praia 0.06 0.06 Bamako 0.06 0.06 Kampala 0.62 0.28Central African Republic ------ ------ Mauritania ------ ------ Upper Volta ------ ------

Bangui 0.06 0.06 Nouakchott 0.06 0.06 Ougadougou 0.06 0.06Chad ------ ------ Mauritius ------ ------ Zaire ------ ------

Ndjamena 0.06 0.06 Port Louis 0.06 0.06 Bukavu 1.24 0.56Congo ------ ------ Morocco ------ ------ Kinshasa 0.06 0.06

Brazzaville 0.06 0.06 Casablanca 0.62 0.28 Lubumbashi 0.62 0.28Djibouti ------ ------ Port Lyautey 0.31 0.14 Zambia ------ ------Djibouti 1.24 0.56 Rabat 0.62 0.28 Lusaka 0.62 0.28Egypt ------ ------ Tangier 1.24 0.56 Zimbabwe ------ ------

Alexandria 0.62 0.28 Mozambique ------ ------ Harare 1.24 0.56Cairo 0.62 0.28 Maputo 0.62 0.28 ASIA ------ ------

Port Said 0.62 0.28 Niger ------ ------ Afghanistan ------ ------Equatorial Guinea ------ ------ Niamey 0.06 0.06 Kabul 1.65 0.75

Malabo 0.06 0.06 Nigeria ------ ------ Bahrain ------ ------Ethiopia ------ ------ Ibadan 0.06 0.06 Manama 0.06 0.06

Addis Ababa 1.24 0.56 Kaduna 0.06 0.06 Bangladesh ------ ------Asmara 1.24 0.56 Lagos 0.06 0.06 Dacca 1.24 0.56Gabon ------ ------ Republic of Rwanda ------ ------ Brunei ------ ------Libreville 0.06 0.06 Kigali 1.24 0.56 Bandar Seri Begawan 0.31 0.14Gambia ------ ------ Senegal ------ ------ Burma ------ ------

Banjul 0.06 0.06 Dakar 0.06 0.06 Mandalay 1.24 0.56Guinea ------ ------ Seychelles ------ ------ Rangoon 1.24 0.56Bissau 0.31 0.14 Victoria 0.06 0.06 China ------ ------

Conakry 0.06 0.06 Sierra Leone ------ ------ Canton 0.62 0.28Ivory Coast ------ ------ Freetown 0.06 0.06 Chengdu 1.24 0.56

Abidijan 0.06 0.06 Somalia ------ ------ Nanking 0.62 0.28----------------------------------- ------ ------ Mogadishu 0.06 0.06 Peking 1.65 0.75







Table 2-4 Continued; Mapped Acceleration Parameters for Selected International CitiesUFC 3-310-03A (1 March 2005)


ASIA ------ ------ Jordan ------ ------ Thailand ------ ------China ------ ------ Amman 1.24 0.56 Bangkok 0.31 0.14

Shanghai 0.62 0.28 Korea ------ ------ Chinmg Mai 0.62 0.28Shengyang 1.65 0.75 Kwangju 0.31 0.14 Songkhia 0.06 0.06

Tibwa 1.65 0.75 Kimhae 0.31 0.14 Udom 0.31 0.14Tsingtao 1.24 0.56 Pusan 0.31 0.14 Turkey ------ ------Wuhan 0.62 0.28 Seoul 0.06 0.06 Adana 0.62 0.28

Cyprus ------ ------ Kuwait ------ ------ Ankara 0.62 0.28Nicosia 1.24 0.56 Kuwait 0.31 0.14 Istanbul 1.65 0.75

Hong Kong ------ ------ Laos ------ ------ Izmir 1.65 0.75Hong Kong 0.62 0.28 Vientiane 0.31 0.14 Karamursel 1.24 0.56

India ------ ------ Lebanon ------ ------ United Arab Emirates ------ ------Bombay 1.24 0.56 Beirut 1.24 0.56 Abu Dhabi 0.06 0.06Calcutta 0.62 0.28 Malaysia ------ ------ Dubai 0.06 0.06Madras 0.31 0.14 Kuala Lumpur 0.31 0.14 Viet Nam ------ ------

New Delhi 1.24 0.56 Nepal ------ ------ Ho Chi Min City 0.06 0.06Indonesia ------ ------ Kathmandu 1.65 0.75 Yemen Arab Republic ------ ------

Bandung 1.65 0.75 Oman ------ ------ Sanaa 1.24 0.56Jakarta 1.65 0.75 Muscat 0.62 0.28 ATLANTIC OCEAN AREA ------ ------Medan 1.24 0.56 Pakistan ------ ------ Azorea ------ ------

Surabaya 1.65 0.75 Islamabad 1.68 0.65 All Locations 0.62 0.28Iran ------ ------ Karachi 1.65 0.75 Bermuda ------ ------

Isfahan 1.24 0.56 Lahore 0.62 0.28 All Locations 0.31 0.14Shiraz 1.24 0.56 Peshawar 1.65 0.75 CARIBBEAN SEA ------ ------Tabriz 1.65 0.75 Quatar ------ ------ Bahama Islands ------ ------Tehran 1.65 0.75 Doha 0.06 0.06 All Locations 0.31 0.14Iraq ------ ------ Saudi Arabia ------ ------ Cuba ------ ------

Baghdad 1.24 0.56 Al Batin 0.31 0.14 All Locations 0.62 0.28Basra 0.31 0.14 Dhahran 0.31 0.14 Dominican Republic ------ ------Israel ------ ------ Jiddah 0.62 0.28 Santo Domingo 1.24 0.56Haifa 1.24 0.56 Khamis Mushayf 0.31 0.14 French West Indies ------ ------

Jerusalem 1.24 0.56 Riyadh 0.06 0.06 Martinique 1.24 0.56Tel Aviv 1.24 0.56 Singapore ------ ------ Grenada ------ ------Japan ------ ------ All Locations 0.31 0.14 Saint Georges 1.24 0.56Fukuoka 1.24 0.56 South Yemen ------ ------ Haiti ------ ------

Itazuke AFB 1.24 0.56 Aden City 1.24 0.56 Port au Prince 1.24 0.56Misawa AFB 1.24 0.56 Sri Lanka ------ ------ Jamaica ------ ------

Naha, Okinawa 1.65 0.75 Colombo 0.06 0.06 Kingston 1.24 0.56Osaka/Kobe 1.65 0.75 Syria ------ ------ Leeward Islands ------ ------

Sapporo 1.24 0.56 Aleppo 1.24 0.56 All Locations 1.24 0.56Tokyo 1.65 0.75 Damascus 1.24 0.56 Puerto Rico ------ ------

Wakkanai 1.24 0.56 Taiwan ------ ------ All Locations 0.83 0.38Yokohama 1.65 0.75 All Locations 1.65 0.75 Trinidad & Tobago ------ ------

Yokota 1.65 0.75 -------------------- ------ ------ All Locations 1.24 0.56









Belize ------ ------ Denmark ------ ------ Trieste 1.24 0.56Beimopan 0.62 0.28 Copenhagen 0.31 0.14 Turin 0.62 0.28

Canal Zone ------ ------ Finland ------ ------ Luxembourg ------ ------All Locations 0.62 0.28 Helsinki 0.31 0.14 Luxembourg 0.31 0.14Costa Rica ------ ------ France ------ ------ Malta ------ ------

San Jose 1.24 0.56 Bordeaux 0.62 0.28 Valletta 0.62 0.28El Salvador ------ ------ Lyon 0.31 0.14 Netherlands ------ ------San Slavador 1.65 0.75 Marseille 1.24 0.56 All Locations 0.06 0.06Guatemala ------ ------ Nice 1.24 0.56 Norway ------ ------Guatemala 1.65 0.75 Strasbourg 0.62 0.28 Oslo 0.62 0.28Honduras ------ ------ Germany ------ ------ Poland ------ ------Tegucigalpa 1.24 0.56 Berlin 0.06 0.06 Krakow 0.62 0.28Nicaragua ------ ------ Bonn 0.62 0.28 Poznan 0.31 0.14

Managua 1.65 0.75 Bremen 0.06 0.06 Waraszawa 0.31 0.14Panama ------ ------ Düsseldorf 0.31 0.14 Portugal ------ ------

Colon 1.24 0.56 Frankfurt 0.62 0.28 Lisbon 1.65 0.75Galeta 0.83 0.38 Hamburg 0.06 0.06 Oporto 1.24 0.56

Panama 1.24 0.56 Munich 0.31 0.14 Romania ------ ------Mexico ------ ------ Stuttgart 0.62 0.28 Bucharest 1.24 0.56

Ciudad Juarez 0.62 0.28 Vaihigen 0.62 0.28 Spain ------ ------Guadalajara 1.24 0.56 Greece ------ ------ Barcelona 0.62 0.28Hermosillo 1.24 0.56 Athens 1.24 0.56 Bilbao 0.62 0.28Matamoros 0.06 0.06 Kavalla 1.65 0.75 Madrid 0.06 0.06Mazatlan 0.60 0.28 Makri 1.65 0.56 Rota 0.62 0.28Merida 0.06 0.06 Rhodes 1.24 0.75 Seville 0.62 0.28

Mexico City 1.24 0.56 Sauda Bay 1.65 0.56 Sweden ------ ------Monterrey 0.06 0.06 Thessaloniki 1.65 0.56 Goteborg 0.62 0.28

Nuevo Laredo 0.06 0.06 Hungary ------ ------ Stockholm 0.31 0.14Tijuana 1.24 0.56 Budapest 0.62 0.28 Switzerland ------ ------

EUROPE ------ ------ Iceland ------ ------ Bern 0.62 0.28Albania ------ ------ Keflavick 1.24 0.56 Geneva 0.31 0.14

Tirana 1.24 0.56 Reykjavik 1.65 0.75 Zurich 0.62 0.28Austria ------ ------ Ireland ------ ------ United Kingdom ------ ------Salzburg 0.62 0.28 Dublin 0.06 0.06 Belfast 0.06 0.06Vienna 0.62 0.28 Italy ------ ------ Edinburgh 0.31 0.14

Belgium ------ ------ Aviano AFB 1.24 0.56 Edzell 0.31 0.14Antwerp 0.31 0.14 Brindisi 0.06 0.06 Glasgow/Renfrew 0.31 0.14Brussels 0.62 0.28 Florence 1.24 0.56 Hamilton 0.31 0.14

Bulgaria ------ ------ Genoa 1.24 0.56 Liverpool 0.31 0.14Sofia 1.24 0.56 Milan 0.62 0.28 London 0.62 0.28

Czechoslovakia ------ ------ Naples 1.24 0.56 Londonderry 0.31 0.14Bratislava 0.62 0.28 Palermo 1.24 0.56 Thurso 0.31 0.14

Prague 0.31 0.14 Rome 0.62 0.28 U. S. S. R. ------ -------------------------- ------ ------ Sicily 1.24 0.56 Kiev 0.06 0.06









U. S. S. R. ------ ------ Valparaiso 1.65 0.75 Baguio 1.24 0.56Leningrad 0.06 0.06 Colombia ------ ------ Samoa ------ ------Moscow 0.06 0.06 Bogotá 1.24 0.56 All Locations 1.24 0.56

Yugoslavia ------ ------ Ecuador ------ ------ Wake Island ------ ------Belgrade 0.62 0.28 Quito 1.65 0.75 All Locations 0.06 0.06Zagreb 1.24 0.56 Guayaquil 1.24 0.56 -------------------- ------ ------

NORTH AMERICA ------ ------ Paraguay ------ ------ -------------------- ------ ------Greenland ------ ------ Asuncion 0.06 0.06 -------------------- ------ ------All Locations 0.31 0.14 Peru ------ ------ -------------------- ------ ------

Canada ------ ------ Lima 1.65 0.75 -------------------- ------ ------Argentia NAS 0.62 0.28 Piura 1.65 0.75 -------------------- ------ ------Calgary, Alb 0.31 0.14 Uruguay ------ ------ -------------------- ------ ------

Churchill, Man 0.06 0.06 Montevideo 0.06 0.06 -------------------- ------ ------Cold Lake, Alb 0.31 0.14 Venezuela ------ ------ -------------------- ------ ------Edmonton, Alb 0.31 0.14 Maracaibo 0.62 0.28 -------------------- ------ ------

East Harmon AFB 0.62 0.28 Caracas 1.65 0.75 -------------------- ------ ------Fort Williams, Ont. 0.06 0.06 PACIFIC OCEAN AREA ------ ------ -------------------- ------ ------

Frobisher N. W. Ter. 0.06 0.06 Australia ------ ------ -------------------- ------ ------Goose Airport 0.31 0.14 Brisbane 0.31 0.14 -------------------- ------ ------

Halifax 0.31 0.14 Canberra 0.31 0.14 -------------------- ------ ------Montreal, Quebec 1.24 0.56 Melbourne 0.31 0.14 -------------------- ------ ------

Ottawa, Ont. 0.31 0.28 Perth 0.31 0.14 -------------------- ------ ------St. John’s, Nfld. 1.24 0.56 Sydney 0.31 0.14 -------------------- ------ ------

Toronto, Ont. 0.31 0.14 Caroline Islands ------ ------ -------------------- ------ ------Vancouver 1.24 0.56 Koror, Paulau, Is. 0.62 0.28 -------------------- ------ ------

Winnipeg, Man. 0.31 0.14 Ponape 0.06 0.06 -------------------- ------ ------SOUTH AMERICA ------ ------ Fiji ------ ------ -------------------- ------ ------

Argentina ------ ------ Suva 1.24 0.56 -------------------- ------ ------Buenos Aires 0.25 0.10 Johnson Island ------ ------ -------------------- ------ ------

Brazil ------ ------ All Locations 0.31 0.14 -------------------- ------ ------Belem 0.06 0.06 Mariana Islands ------ ------ -------------------- ------ ------

Belo Horizonte 0.06 0.06 Guam 1.24 0.56 -------------------- ------ ------Brasilia 0.06 0.06 Saipan 1.24 0.56 -------------------- ------ ------Manaus 0.06 0.06 Tinian 1.24 0.56 -------------------- ------ ------

Porto Allegre 0.06 0.06 Marshall Islands ------ ------ -------------------- ------ ------Recife 0.06 0.06 All Locations 0.31 0.14 -------------------- ------ ------

Rio de Janeiro 0.06 0.06 New Zealand ------ ------ -------------------- ------ ------Salvador 0.06 0.06 Auckland 1.24 0.56 -------------------- ------ ------

Sao Paulo 0.31 0.14 Wellington 1.65 0.75 -------------------- ------ ------Bolivia ------ ------ Papua New Guinea ------ ------ -------------------- ------ ------La Paz 1.24 0.56 Port Moresby 1.65 0.75 -------------------- ------ ------

Santa Cruz 0.31 0.14 Philippine Islands ------ ------ -------------------- ------ ------Chile ------ ------ Cebu 1.65 0.75 -------------------- ------ ------

Santiago 1.65 0.75 Manila 1.65 0.75 -------------------- ------ ------







Table 2-5; Short Period Site Coefficient, aF (Table 9.4.1.2.4a) [Table 11.4-1]

Mapped MCE Short Period Spectral Response Acceleration Parameter(Linear Interpolation Is Permitted)Site

ClassSS 0.25 SS=0.50 SS=0.75 SS=1.00 SS 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 These values to be determined by site response analysis.

Table 2-6; Long Period Site Coefficient, vF (Table 9.4.1.2.4b) [Table 11.4-2]

Mapped MCE Long Period Spectral Response Acceleration Parameter(Linear Interpolation Is Permitted)Site

ClassS1 0.10 S1 = 0.20 S1 = 0.30 S1 = 0.40 S1 0.50

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 These values to be determined by site response analysis.

D2.1 – 2.5 Seismic Design Category (Section 9.4.2.1) [Section 11.6]:

This parameter is of great importance to everyone involved with MEP systems. The Seismic

Design Category to which a building has been assigned will determine whether seismic restraints

are required or not, and if they qualify for exemption, which MEP components may be exempted,

and which will need to have seismic restraints selected and installed. The MEP components within







a building will be assigned to the same Seismic Design Category as the building itself. There are

six Seismic Design Categories, A, B, C, D, E, and F. The level of restraint required increases from

Seismic Design Category A through F. Up through Seismic Design Category D, the Seismic

Design Category to which a building or structure is assigned is determined though the use of

Tables 2-6 and 2-7.

To determine the Seismic Design Category both the Long ( 1DS ) and Short ( DSS ) Period Design

Response Acceleration Parameter must be determined. The most stringent Seismic Design

Category, resulting from the two acceleration parameters, will be assigned to the project.

For Occupancy I, II, or III (Seismic Use Group I or II) structures, if the Mapped Spectral

Response Acceleration Parameter is greater than or equal to 0.75, 75.01 ≥S , then the structure will

be assigned to Seismic Design Category E. For Occupancy Category IV (Seismic Use Group III)

structures, if the Mapped Spectral Response Acceleration Parameter is greater than or equal to

0.75, 75.01 ≥S , then the structure will be assigned to Seismic Design Category F. To ensure

consistency, the Seismic Design Category should be determined by the structural engineer.

Table 2-7; Seismic Design Category Based on the Short Period DesignResponse Acceleration Parameter (Table 9.4.2.1a) [Table 11.6-1]

Occupancy Category(Seismic Use Group)

Value of SDS

I or II(I)

III(II)

IV(III)

SDS < 0.167 A A A

0.167 SDS < 0.33 B B C

0.33 SDS < 0.50 C C D

0.50 SDS D D D







Table 2-8; Seismic Design Category Based on the Long Period DesignResponse Acceleration Parameter (Table 9.4.2.1b) [Table 11.6-2]

Occupancy Category(Seismic Design Category)

Value of SD1

I or II(I)

III(II)

IV(III)

SD1 < 0.067 A A A

0.067 SD1 < 0.133 B B C

0.133 SD1 < 0.20 C C D

0.20 SD1 D D D

D2.1 – 2.6 Summary:

The following parameters will be required by the design professionals having responsibility for

MEP systems in a building, and should be determined by the structural engineer of record.

1. Occupancy Category (Seismic Use Group for 2000/2003 IBC): This defines the building use

and specifies which buildings are required for emergency response or disaster recovery.

2. Seismic Design Category: This determines whether or not seismic restraint is required.

3. Short Period Design Response Acceleration Parameter ( DSS ): This value is used to compute

the horizontal seismic force used to design and/or select seismic restraints required.

These parameters should be repeated in the specification and drawing package for the particular

system, mechanical, electrical, or plumbing, in question.




PIPE AND DUCT COMPONENT IMPORTANCE FACTORPAGE 1 of 3 D2.1 – 3.0



COMPONENT IMPORTANCE FACTOR


MEP components and systems are categorized in ASCE 7-98/02 and ASCE 7-05 as non-

structural components. There are just two values for the Component Importance Factors for MEP

components, 1.0 and 1.5, which are not directly linked to the importance factor for the building

structure. The Component Importance Factor is designated as PI in the body of the code. All MEP

components must be assigned a component importance factor. The design professional that has

responsibility for the MEP system in question is also responsible for assigning the Component

Importance Factor to that system.

D2.1 – 3.2 Criteria for Assigning a Component Importance Factor (Sections 9.6.1 and9.6.1.5) [Section 13.1.3]1:

For MEP systems, the Component Importance Factor ( PI ) assigned to the components within the

system shall be determined as follows.

1. If the MEP system is required to remain in place and function for life-safety purposes

following and earthquake the importance factor assigned to the MEP system and its

components shall be 1.5. Some examples of this type of system would be;

a. Fire sprinkler piping and fire suppression systems.

b. Smoke removal and fresh air ventilation systems.

c. Systems required for maintaining the proper air pressure in patient hospital rooms to

prevent the transmission of infectious diseases.

d. Systems that maintain proper air pressure, temperature, and humidity in surgical suites,

bio-hazard labs, and clean rooms.

1 References in brackets (Sections 9.6.1 and 9.6.1.5) and [Section 13.1.3] apply to sections, tables, and/or equations inASCE 7-98/02 and ASCE 7-05 respectively which forms the basis for the seismic provisions in 2000/2003 IBC and 2006IBC respectively..







e. Medical gas lines.

f. Steam lines or high pressure hot water lines.

2. If the MEP system contains or is used to transport hazardous materials, or materials that are

toxic if released in quantities that exceed the exempted limits a Component Importance

Factor of 1.5 shall be assigned to that MEP system and its components. Examples are as

follows.

a. Systems using natural gas.

b. Systems requiring fuel oil.

c. Systems used to exhaust laboratory fume hoods.

d. Boilers, furnaces and flue systems.

e. Systems that are used to ventilate bio-hazard areas and infectious patient rooms.

f. Chemical or by-product systems which are required for industrial processes.

3. If the MEP system is in or attached to a building that has been assigned to Occupancy

Category IV (Seismic Use Group III), i.e. essential or critical facilities, and is required for the

continued operation of that facility following an earthquake, then a Component Importance

Factor of 1.5 shall be assigned to that system and its components. Hospitals, emergency

response centers, police stations, fire stations, and etc. fall in Occupancy Category IV. The

failure of any system could cause the portion of the building it serves to be evacuated and

unusable would cause that system and its components to be assigned a Component

Importance Factor of 1.5. Even the failure of domestic water lines can flood a building and

render it uninhabitable. So, all of the items listed above under items 1 and 2 would apply tofacilities in Occupancy Category IV.

4. If the MEP system that is located in or attached to an Occupancy Category IV facility and its

failure would impair the operation of that facility, then a Component Importance Factor of 1.5

shall be assigned to that MEP system and its components. This implies that any MEP system

or component that could be assigned a Component Importance Factor of 1.0 that is located

above an MEP system or component that has been assigned a Component Importance

Factor of 1.5 must be reassigned to a Component Importance Factor of 1.5.







5. All other MEP systems that are not covered under items 1, 2, 3, or 4 may be assigned a

Component Importance Factor of 1.0.D2.1 – 3.3 Summary:

The Component Importance Factor is very important to the designer responsible for selecting and

certifying the seismic restraints for an MEP system or component. This factor is a direct multiplier

for the horizontal seismic design force, which shall be discussed in a later section. The

Component Importance Factor will also be a key indicator as to whether a particular component

will qualify for and exemption or not. If a Component Importance Factor has not been assigned to

an MEP system, the designer responsible for selecting the seismic restraints must assume that

the Component Importance Factor is equal to 1.5. If the MEP system actually could be assigned a

Component Importance Factor of 1.0, this could result in a large increase in the size and number

of restraints required along with a corresponding increase in the cost for the system.

It is in the best interest of the design professionals responsible for an MEP system to properly

assign the Component Importance Factor to that MEP system. The Component Importance Factor

for each MEP system and component should be clearly indicated on the drawings that are

distributed to other design professionals, contractors, suppliers, and building officials.




GENERAL EXEMPTIONS AND REQUIREMENTSPAGE 1 of 10 D2.1 – 4.0



GENERAL EXEMPTIONS AND REQUIREMENTS


The International Building Codes (IBC’s) allow certain exemptions to be made for MEP systems

and components from the need for seismic restraint. These exemptions are based on the Seismic

Design Category, the Component Importance Factor, and the size and weight, of the MEP

components.

There are further general provisions in the IBC pertaining to MEP components that must be

acknowledged at the outset of a project. These are provisions ranging from the upper bound size

for an MEP component in order for it to be considered as a non-structural component to the

component certifications and documentation required.

This section will present the general exemptions for MEP systems and components and discuss

the general requirements that apply to them.

D2.1 – 4.2 Exemptions for Seismic Design Categories A and B (Section 9.6.1-1 and 9.6.1-3)[Section 13.1.4-1 and 13.1.4-2]1:

MEP systems and their components that are located in or on buildings that have been assigned to

Seismic Design Categories A and B are exempt from the requirements for seismic restraints.

These two exemptions point out the need for having the correct seismic deign in formation for the

project available to all of the design professionals and contractors during the bidding stage of the

project. Being able to use these exemptions can save the MEP contractors as much as 10% to

15% in their costs.

1 References in brackets (Section 9.6.1-1 and 9.6.1-2) [Section 13.1.4-1 and 13.1.4-2] apply to sections, tables, and/orequations in ASCE 7-98/02 and ASCE 7-05 respectively, which forms the basis for the seismic provisions in 2000/2003IBC and 2006 IBC respectively.







For example, a critical piece of information required at the outset is the Site Class. If the Site

Class has not been determined by a qualified geotechnical engineer, then Site Class D must be

assumed. The resulting combination of the mapped acceleration parameters and soil profile of

Site Class D may force the project to be assigned to Seismic Design Category C which in turn

forces the requirement for seismic restraints. If instead the Site Class had been determined to be

Site Class B by a qualified geotechnical engineer, then the project may have been found to fall

into Seismic Design Category A or B, thus eliminating the need for seismic restraints for MEP

systems and components.

D2.1 – 4.3 Exemptions for Seismic Design Category C (Section 9.6.1-4) [Section 13.1.4-3]:

MEP systems and components that have been assigned to Seismic Design Category C, and that

have been assigned a Component Importance Factor of 1.0, are exempt from the requirements for

seismic restraints. In this case it is very important that the design professionals responsible for the

various MEP systems and components assign the correct Component Importance Factors to

those systems and components. If no Component Importance Factor is assigned, the installing

contractor should prudently assume that the Component Importance Factor is equal to 1.5, and

provide restraints for that system or component. This is particularly true of duct runs where it is

very likely that the ventilation components may also be required for smoke control.

It is also critical to know which MEP systems and components have a component Importance

Factor of 1.0 and which ones have a Component Importance Factor of 1.5. To the extent possible,

those with Component Importance Factors equal to 1.5 should be installed above those with

Component Importance Factors equal to 1.0 in order to reduce the over all number of restraints

needed for the project.







D2.1 – 4.4 Exemptions for Seismic Design Categories D, E, and F (Sections 9.6.1-5 and9.1.6-6) [Sections 13.1.4-4 and 13.1.4-5]:

There are basically three exemptions that apply here.

1. MEP components that:

a. Are in Seismic Design Categories D, E, and F.

b. Have a Component Importance Factor equal to 1.0,

c. Have flexible connections between the components and all associated duct, piping,

conduit.

d. Are mounted at 4 ft (1.22 m) or less above a floor level.

e. And weigh 400 lbs (1780 N) or less.

2. MEP components that:


b. Have a Component Importance Factor equal to 1.0.


conduit.

d. And weigh 20 lbs (89 N) or less.

3. MEP distribution systems that:


b. Have a Component Importance Factor equal to 1.0.


conduit.

d. And weigh 5 lbs/ft (73 N/m) or less.

D2.1 – 4.5 “Chandelier” Exemption (Section 9.6.3.2) [Section 13.6.1]:

This exemption applies to light fixtures, lighted signs, ceiling fans, and other components that are

not connected to ducts or piping and which are supported by chains or other wise suspended from







the structure by a method that allows the component to swing freely. These components will

require no further seismic support provided that all of the following conditions are met.

1. The design load for these components shall be equal to:

a. 3.0 times the operating load, applied as a gravity design load, for 2000/2003 IBC.

b. 1.4 times the operating weight of the component acting downward with a simultaneous

horizontal load that is also equal to 1.4 times the operating weight for 2006 IBC. The

horizontal load is to be applied in the direction that results in the most critical loading

and thus the most conservative result.

2. The component shall not impact other components, systems, or structures as it swings

through its projected range of motion.

3. The connection to the structure shall allow a 360° range of motion in the horizontal plane. In

other words, this must be a “free swinging” connection.

D2.1 – 4.6 Component Size Relative to the Building Structure (Section 9.6.1) [Section13.1.5]:

For the most part MEP components will be treated as nonstructural components by the code.

However, if the MEP component is very large relative to the building it must be treated as a

nonbuilding structure, which has a completely different set of design issues. For 2000/2006 IBC, If

the weight of the MEP component is greater than or equal to 25% of the combined weight of the

MEP Component and the supporting structure, the MEP component must be treated as a

nonbuilding structure per Section 9.14 of ASCE 7-98/02. For 2006 IBC, if the weight of the

nonstructural component is greater than or equal to 25% of the effective seismic weight of the

building as defined in Section 12.7.2 of ASCE 7-05, then that component must be classified as a

nonbuilding structure and designed accordingly.

When might this apply? This applies to very large pieces of MEP equipment such as large cooling

towers, and the very large air handling units that are placed on the roofs of buildings employing







lightweight design techniques. The structural engineer of record will have a value for the effective

seismic weight of the building. This must be compared to the operating weight of the MEP

component in question.

D2.1 – 4.7 Reference and Accepted Standards (Sections 9.6.1.1 and 9.6.1.2) and ReferenceDocuments [Section 13.1.6]:

Typically reference standards, acceptance standards, and reference documents are other

publications that will provide a basis for earthquake resistant design. Examples of reference

documents currently in existence would be the SMACNA Seismic Restraint Manual, listed in

Section 1.0 Introduction of the guide, and NFPA 13. These documents may be used with the

approval of the jurisdiction having authority as long as the following conditions are met.

1. The design earthquake forces used for the design and selection of the seismic restraints

shall not be less that those specified in Section 9.6.1.3 of ASCE 7-98/02 and Section 13.3.1

of ASCE 7-05, which is also covered in Section 8.0 of this guide.

2. The seismic interaction of each MEP component with all other components and building

structures shall be accounted for in the design of the supports and restraints.

3. The MEP component must be able to accommodate drifts, deflections, and relative

displacements that are defined in ASCE 7-05. This means that flexible connections for pipe,

duct, and electrical cables for MEP components are in general, a good idea to prevent

damage if the MEP component, and/or the pipe, duct, and electrical cables that are attached

to it are unrestrained.

D2.1 – 4.8 Allowable Stress Design (Sections 2.3 and 2.4) [Sections 2.3, 2.4, and 13.1.7]:

Reference documents that use allowable stress design may be used as a basis for the design and

selection of seismic restraints. However, the design earthquake loads determined in accordance

with Section 9.6.1.3 of ASCE 7-98/02 and Section 13.3.1 of ASCE 7-05 must be multiplied by 0.7.







D2.1 – 4.9 Submittals and Construction Documents (Sections 9.6.3.6, 9.6.3.15 and A.9.3.4.5)[Sections 13.2.1, 13.2.5, 13.2.6, and 13.2.7]:

Projects that require seismic restraints for MEP systems and components will require project

specific certification that the design of the seismic restraints selected for the MEP systems and

their components will meet the code, specification, or details which ever is most stringent. This

certification is to be provided both in the submittals and in the construction documents.

For the submittal of seismic restraints and supports, the certification may be satisfied by one of the

following means.

1. Project and site specific designs and documentation that are prepared and submitted by a

registered design professional. Please note that a specific discipline is not mentioned

regarding the registered design professional that is responsible for the design and signing

and sealing of the documentation.

2. Manufacturer’s certification accompanying the submittal the restraints are seismically

qualified for the project and site. The certification may be made in any one of three ways as

detailed below.

a. Analysis – this is typical for the seismic restraints used for MEP systems and

components. Manufacturers of these seismic restraint devices will normally have

families of the various types of restraint devices that have different seismic force

capacity ranges. The manufacturer will perform an analysis to determine the project

and site specific seismic design loads, and then analyze the MEP system and/or

components to determine the required restraint capacities at the restraint attachment

points to the system and/or components. The proper restraint will be selected from the

manufacturer’s standard product offering, or a special restraint may be designed and

built for the application. The manufacturer’s certification will include a statement

signed and seal by a registered design professional that the restraint devices will meet

the appropriate code, specification, and/or details.







b. The manufacturer of the restraint devices may have them tested in accordance with

ICC-ES AC 156 as outlined in Sections 9.6.3.6 and A.9.3.4.5 of ASCE 7-98/02 and

Section 13.2.5 of ASCE 7-05. They will then provide a signed and sealed certification

document stating that the restraint devices will provide adequate protection for the

MEP system and components.

c. Experience data per the requirements in Sections 9.6.3.6 and A.9.3.4.5 of

ASCE 7-98/02 and Section 13.2.6 of ASCE 7-05. This is not a normal avenue for a

manufacturer of seismic restraint devices to use to certify their products as being fit for

a specific project. In using this method, the manufacturers would incur a great deal of

liability.

Section A.9.3.4.5 of ASCE 7-98/02 and Section 13.2.7 of ASCE 7-05 indicates that seismic

restraints for MEP systems and components will require construction documents that are prepared

and, signed and sealed by a registered design professional. Frequently, the submittal package

provided by the manufacturer of the seismic restraints will also have enough information to fulfill

this requirement.

The registered design professional mentioned above needs to be one with knowledge and

experience in force analysis, stress and analysis, and the proper use of steel, aluminum,

elastomers, and other engineering materials in the design of force resisting systems. There are

several disciplines that may fulfill these requirements such as, structural engineers, civil

engineers, and mechanical engineers involved in the area of machine design.

D2.1 – 4.10 Equipment Certification for Essential Facilities (Sections 9.6.3.6, 9.6.6.15, andA9.3.4.5) [Sections 13.2.2, 13.2.5, and 13.2.6]:

For buildings that have been assigned to Seismic Design Categories C, D, E, and F designated

seismic systems will require certification. Designated seismic systems are those whose failure has

the potential to cause loss of life or loss of function for buildings that were deemed essential for

recovery following an earthquake. Typically essential facilities are those that have been assigned







to Occupancy Category IV, see Section 2.2 of this guide. For these types of systems, certification

shall be provided as follows.

1. For active MEP systems and components that must remain functional after an earthquake

shall be certified by the supplier or manufacturer as being operable after the design level

earthquake for the project site based on:

a. Shake table testing such as that specified in ICC-ES AC 156 as described in Section

A.9.3.4.5 of ASCE 7-98/02 and Section 13.2.5 of ASCE 7-05. Evidence of compliance is

to be submitted to the jurisdiction having authority and the design professional of record

for approval.

b. Experience or historical data as outlined in Sections 9.6.3.6, 9.6.3.15 and A.9.3.4.5 of

ASCE 7-98/02 and Section 13.2.6 of ASCE 7-05. This experience data is to come from

a nationally recognized procedures and data base that is acceptable to the authority

having jurisdiction. The substantiated seismic capacities from the experience data must

meet or exceed the specific seismic requirements for the project. As in a. above

evidence of compliance will need to be submitted to the design professional of record,

and the jurisdiction having authority for approval.

2. MEP systems and components that contain hazardous materials must be certified as

maintaining containment of the hazardous materials following an earth quake. Evidence of

compliance must be submitted to the design professional of record and the jurisdiction having

authority for approval. This certification may be made through:

a. Analysis.

b. Approved shake table testing specified in Section 9.6.3.6 of ASCE 7-98/02 and Section

13.2.5 of ASCE 7-05.

c. Experience data as described in Section 9.6.3.6 of ASCE 7-98/02 and Section 13.2.6 of

ASCE 7-05.







D2.1 – 4.11 Consequential or Collateral Damage (Section 9.6.1) [Section 13.2.3]:

The potential interaction of the MEP systems and components with surrounding systems,

components or building structures must be considered when locating and restraining the MEP

systems and components. The failure of an MEP system or component that has been assigned a

Component Importance Factor equal to 1.0 must not cause the failure of an MEP system or

component that has been assigned a Component Importance Factor equal to 1.5. This goes back

to the issue of assigning a Component Importance Factor of 1.5 to MEP systems or components

with a Component Importance Factor of 1.0 whose failure would cause the failure of a system or

component with a Component Importance Factor of 1.5.

D2.1 – 4.12 Flexibility of Components and their Supports and Restraints (Sections 9.6.1 and9.6.1.2) [Section 13.2.4]:

All MEP systems and components that are constructed of normal engineering materials will have

a certain amount of flexibility, or springiness. So how these systems and components behave

during an earthquake will greatly affect their performance and survivability. The system or

component could have a flexibility that would put it to resonance with the building and/or the

earthquake, in which case the displacements and stresses in the system would be much larger

than expected. Conversely the flexibility of the system or component could be such that it was not

in resonance with either the building or the earthquake. In this case, the displacements and

stresses may be much lower than a code based analysis would indicate. Therefore, the code

indicates that the flexibility of the components and their supports be considered as well as the

strength of the parts to ensure that the worst cases are considered.








The exemptions and requirements outlined in this section are intended to assist the MEP design

professionals and contractors in planning their project contribution efficiently. Also, they help

define the limits of responsibility for each MEP design profession and trade.




EXEMPTIONS FOR PIPING SYSTEMSPAGE 1 of 6 D2.1 – 5.0



EXEMPTIONS FOR PIPING SYSTEMS


The exemptions that apply specifically to piping are covered in Section 9.6.3.11.4 of ASCE 7-

98/02 and Section 13.6.8 of ASCE 7-05. The provisions of this section do not cover elevator

system piping which is covered in Section 9.6.3.16 of ASCE 7-98/02 and Section 13.6.10 of

ASCE 7-05. The piping considered in this section is assumed to be high-deformability piping. This

implies pipes made from ductile materials that are joined by welding, brazing, or groove type

couplings, similar to VICTAULIC couplings, where the grooves in the pipe have been roll formed

rather than cut. Limited deformability piping on the other hand, would be pipes made of ductile

materials that are joined by threading, bonding, or the use of groove type couplings where the

grooves in the pipe have been machine cut. Low deformability piping would be comprised of pipes

made from relatively brittle materials such as cast iron or glass. Also not covered in this section is

fire protection piping. Fire protection piping will be covered in a separate publication.

D2.1 – 5.2 The 12 Rule (9.6.3.11.4-c) [Section 13.6.8-1]1:

No restraints will be required for piping that meets the requirements of the 12 Rule for the entire

piping run. The 12 Rule will be said to apply to a piping run if:

1. The piping is supported by rod hangers.

a. For single clevis supported pipe, all of the hangers in the piping run are 12 in. (305 mm)

or less in length from the top of the pipe to the supporting structure.

b. For trapeze supported pipe, all of the hangers in the piping run are 12 in. (305 mm) or

less in length from the top of the trapeze bar to the supporting structure.

2. For 2000/2003 IBC The hanger rods and their attachments are not to be subjected to

bending moments. For 2006 IBC the hangers are to be detailed to avoid bending of the

1 References in brackets (9.6.3.11.4-c) [Section 13.6.8-1] apply to sections, tables, and/or equations in ASCE 7-98/02 andASCE 7-05 respectively which forms the basis for the seismic provisions in 2000/2003 IBC and 2006 IBC respectively.







hangers and their attachments. This statement very is ambiguous. It does not clearly define

the phrase “significant bending”, and leaves it up to the design professional responsible for

the piping system, or worse, the contractor responsible for installing the piping system. The

past practice by SMACNA and other recognized authorities in the industry to call for the

connection between the hanger and the supporting structure to be “non-moment generating”.

This means that the connector must be one that allows the piping run to swing freely on its

hangers without introducing a bending moment in the hanger.

3. There must be sufficient space around the piping run to accommodate the expected motion

of the pipe as it sways back and forth with the earthquake motion in the building.

4. Connections between the piping and the interfacing components must be designed and/or

selected to accept the full range of motion expected for both the pipe and the interfacing

component.

D2.1 – 5.3 Single Clevis Supported Pipe in Seismic Design Categories A and B (Sections9.6.1-1 and 9.6.1-3) [Sections 13.1.4-1 and 13.1.4-2]

No seismic restraints are required for piping in building assigned to Seismic Design Categories A

and B. This is implied by the general exemptions found in Section 9.6.1 of ASCE 7-98/02 and

Section 13.1.4 of ASCE 7-05.

D2.1 – 5.4 Single Clevis Supported Pipe in Seismic Design Category C (Sections 9.6.1-1 and9.6.3.11.4-d2) [Sections 13.1.4-3 and 13.6.8-2b]

1. For single clevis supported piping in buildings assigned to Seismic Design Category C for

which the Component Importance Factor is equal to 1.0, no seismic restraint is required.

2. For piping in Buildings assigned to Seismic Design Category C, for which the Component

Importance Factor is equal to 1.5, and for which the nominal size is 2 in. (51 mm) or less; no

seismic restraint is required.







D2.1 – 5.5 Single Clevis Supported Pipe in Seismic Design Categories D, E, and F (Sections9.6.3.11.4-d1 and 9.6.3.11.4-d3) [Sections 13.6.8-2a and 13.6.8-2c]

1. For single clevis supported piping in buildings assigned to Seismic Design Categories D, E,

and F, for which the Component Importance Factor is equal to 1.5, and for which the nominal

size is 1 in. (25 mm) or less; no seismic restraint is required.

2. For single clevis supported piping in buildings assigned to Seismic Design Categories D, E,

and F, for which the Component Importance Factor is equal to 1.0, and for which the nominal

size is 3 in. (76 mm) or less; no seismic restraint is required.

D2.1 – 5.6 Exemptions for Trapeze Supported Pipe per VISCMA Recommendations:

Neither ASCE 7-98/02 nor ASCE 7-05 specifies how the piping is to be supported. The point is

that many pipes of the exempted size may be supported on a common trapeze bar using hanger

rods of the same size as would be specified for a single clevis supported pipe. Keep in mind that

the purpose of the seismic restraints is to make sure the pipe moves with the building. The

amount of force that the hanger rod must carry will be a direct function of the weight of pipe being

supported. It is apparent that there must be some limit to how much weight a trapeze bar can

support for a given hanger rod size before seismic restraint is required. VISCMA (Vibration

Isolation and Seismic Control Manufacturer’s Association) has investigated this issue and can

make the following recommendations on the application of the exemptions in Sections 5.4 and 5.5

above to trapeze supported pipe, www.viscma.com.

The following basic provisions must apply.

1. The hangers must be ASTM A36 all-thread rod.

2. The threads must be roll formed.

3. The pipes must be rigidly attached to the hanger rods.



http://www.viscma.com





4. Provisions must be made to avoid impact with adjacent pipe, duct, equipment, or building

structure, or to protect the pipe from such impact.

D2.1 – 5.6.1 Trapeze Supported Pipe in Seismic Design Categories A and B: (Sections 9.6.1-1 and 9.6.1-3) [Sections 13.1.4-1 and 13.1.4-2]For trapeze supported piping in Seismic Design Categories A and B, no seismic restraint is

required.

D2.1 – 5.6.2 Trapeze Supported Pipe in Seismic Design Category C: (Sections 9.6.1-1 and9.6.3.11-d2) [Sections 13.1.4-3 and 13.6.8-2b]

1. For trapeze supported piping in buildings assigned to Seismic Design Category C, which

have a Component Importance Factor equal to 1.0, and for which the nominal size is 2 in. (51

mm) or less, nor seismic restraint is required.

2. For trapeze supported piping in buildings assigned to Seismic Design Category C, which


mm) or less, no seismic restraint is required if:

a. The trapeze bar is supported by 3/8-16 UNC, or larger, hanger rods.

b. The maximum hanger spacing is 10 ft. on center.

c. The total weight supported by the trapeze bar is 15 lbs/ft or less.

D2.1 – 5.6.3 Trapeze Supported Pipe in Seismic Design Category D: (Sections 9.6.1-6,9.6.3.11.4-d2 and 9.6.3.11.4-d3) [Sections 13.1.4-5, 13.6.8-2a, and 13.6.8-2c]

1. For trapeze supported piping in buildings assigned to Seismic Design Category D, which


















D2.1 – 5.6.4 Trapeze Supported Pipe in Seismic Design Categories E and F: (Sections 9.6.1-6, 9.6.3.11.4-d2 and 9.6.3.11.4-d3) [Sections 13.1.4-5, 13.6.8-2a, and 13.6.8-2c]

1. For trapeze supported piping in buildings assigned to Seismic Design Categories E and F,

which have a Component Importance Factor equal to 1.5, and for which the nominal size is 1

in. (25 mm) or less, no seismic restraint is required if:











The exemptions and allowances outlined in this section can, with careful planning save a lot of

time and money. They may also mean the difference between making a profit on a project and

breaking even, or worse, losing money. In order to take proper advantage of these exemptions,







the Seismic Design Category to which the project has been assigned must be known. This is

readily available from the structural engineer. Also, the design professional who is responsible for

the piping system must assign an appropriate Component Importance Factor to the system.

As a sidebar to the previous statement, it should be noted that the specification for the building

may increase the Seismic Design Category in order to ensure an adequate safety margin and the

continued operation of the facility. This is a common practice with schools, government buildings,

and certain manufacturing facilities. Also, the building owner has the prerogative, through the

specification, to require all of the piping systems to be seismically restrained. So, careful attention

to the specification must be paid, as some or all of the exemptions in this section may be nullified

by specification requirements that are more stringent than those provided by the code.




EXEMPTIONS FOR HVAC DUCTWORKPAGE 1 of 3 D2.1 – 6.0



EXEMPTIONS FOR HVAC DUCTWORK


The 2000/2003/2006 IBC has some general exemptions that apply to HVAC ductwork based on

Component Importance Factor and the size of the duct. At present, there are not as many

exemptions for ductwork as there are for piping. The number of exemptions for ductwork changed

with SMACNA being dropped as a reference document in the 2003/2006 IBC. This will be

discussed below in the appropriate section.

D2.1 – 6.2 The 12 Rule (Section 9.6.3.10-a) [Section 13.6.7-a]1:

No seismic restraints will be required for ductwork with a Component Importance Factor equal to

1.0 that meets the requirements of the 12 Rule for the entire run of ductwork. The 12 Rule is said

to apply to a run of ductwork if:

1. The HVAC ducts a suspended for hangers that are 12 (305 mm) or less in length for the

entire run of ductwork. This is usually measured from the supporting structure to the top of

the trapeze bar that is supporting the ductwork.

2. The hangers have been detailed and constructed in order to avoid significant bending of the

hanger and its attachments. As with the 12 rule applied to piping, the industry generally

interprets this to mean that the connection of the hanger to the structure must be “non-

moment generating”, or free swinging.

1 References in brackets (Section 9.6.3.10-a) [Section 13.6.7-a] apply to sections, tables, and/or equations inASCE 7-98/02 and ASCE 7-05 respectively which forms the basis for the seismic provisions in 2000/2003 IBC and 2006IBC respectively.







D2.1 – 6.3 Size Exemption (Section 9.6.3.10-b) [Section 13.6.7-b]:

No seismic restraints are required for ductwork with a Component Importance Factor equal to 1.0

if the cross-sectional area is less than 6 ft2 (0.557 m2).

D2.1 – 6.4 Further Exemptions for Ductwork (Sections 9.6.1.1.2 and 9.6.3.10) [Section13.6.7]:

There are no further exemptions for ductwork in 2006 IBC. The SMACNA Seismic Restraint

Manual does have exemptions for ductwork that has been assigned a Component Importance

Factor equal to 1.5. For 2000 IBC the SMACNA Seismic Design Manual was an accepted

standard, and ductwork with a cross-sectional area of less than 6 ft2 (0.557 m2) may be exempted

from the need for seismic restraint. However for 2003 IBC and 2006 IBC, the SMACNA Seismic

Design Manual was removed from the design portion of the code and was, instead, incorporated

as an Accepted Standard in Section 9.6.1.1.2 of ASCE 7-02, which applies to 2003 IBC. The

SMACNA Seismic Restraint Manual is not specifically identified in ASCE 7-05, 2006 IBC instead

the following statement was inserted into the design portion of the code.

“HVAC duct systems fabricated and installed in accordance with standards approved by the

authority having jurisdiction shall be deemed to meet the lateral bracing requirements of this

section.”

In other words, it will be up to the local building authority to approve or disapprove SMACNA or

any other reference documents. So, the HVAC design professional and contractor will need to

petition the local building authority for permission to use the exemptions in the SMACNA Seismic

Restraint Manual.







D2.1 – 6.5 Restraint Allowance for In-Line Components (Section 9.6.3.10) [Section 13.6.7]:

This allowance deals with components, such as fans, heat exchangers, humidifiers, VAV boxes,

and the like, that are installed in-line with the ductwork. Components that have an operating

weight of 75 lbs (334 N) or less may be supported and laterally, seismically, braced as part of the

duct system. Where the lateral braces, seismic restraints, have been designed and sized to meet

the requirements of ASCE 7-98/02 Section 9.6.1.3 or ASCE 7-05 Section 13.3.1. The following

requirements will also apply to these components.

1. At least one end of the component must be hard, rigidly, attached to the ductwork. The other

end may have a flex connector or be open. The flex connected, or open end, of the

component must be supported and laterally braced. This requirement is not mentioned as

part of ASCE 7-98, -02, or -05, but is a requirement that is born out of common sense.

2. Devices such as diffusers, louvers, and dampers shall be positively attached with mechanical

fasteners.

3. Unbraced piping and electrical power and control lines that are attached to in-line

components must be attached with flex connections that allow adequate motion to

accommodate the expected differential motions.


As with the piping exemptions these exemptions and allowances, with careful planning, can save

the contractor and the building owner a great deal of effort and money. There is also a great

advantage to petition the local building authority to allow the SMACNA Seismic Design Manual to

become a reference document for the project. This will allow the exemptions spelled out in the

SMACNA Seismic Design Manual to be utilized to best advantage




EXEMPTIONS FOR ELECTRICALPAGE 1 of 4 D2.1 – 7.0



EXEMPTIONS FOR ELECTRICAL


The exemptions mentioned in both ASCE 7-98/02 and ASCE 7-05 are actually implied exemptions

that are stated as requirements. This section is an attempt to more fully define these provisions for

the design professional responsible for the design of the electrical components and distribution

systems, and also for the installing contractor who is responsible for bidding and installing the

restraints.

D2.1 – 7.2 “Implied” Blanket Exemption Based on Component Importance Factor PI

(Section 9.6.3.14) [Sections 13.6.4 and 13.6.5]1:

Section 9.6.3.14 of ASCE 7-98/02 states that;

“Attachments and supports for electrical equipment shall meet the force and displacement

provisions of Sections 9.6.1.3 and 9.6.1.4 and the additional provisions of this Section. In addition

to their attachments and supports, electrical equipment designated as having 5.1=PI , itself, shall

be designed to meet the force and displacement provisions of Sections 9.6.1.3 and 9.6.1.4 and

the additional provisions of this Section.”

In this statement, there really are no implied exemptions for electrical equipment, except that if the

supports for the equipment have been designed by the manufacturer to meet the seismic load

requirements with the specified mounting hardware, no further analysis and restraint will be

required.

In Section 13.6.4 of ASCE 7-05, the text reads as follows.

1 References in brackets (Section 9.6.3.14) [Sections 13.6.4 and 13.6.5] apply to sections, tables, and/or equations inASCE 7-98/02 and ASCE 7-05 respectively which forms the basis for the seismic provisions in 2000/2003 IBC and 2006IBC respectively.







“Electrical components with PI greater than 1.0 shall be designed for the seismic forces and

relative displacements defined in Sections 13.3.1 and 13.3.2 ….”

ASCE 7-05 Section 13.6.5 states the following;

“Mechanical and electrical component supports (including those with 0.1=PI ) and the means by

which they are attached to the component shall be designed for the forces and displacements

determined in Sections 13.3.1 and 13.3.2. Such supports including structural members, braces,

frames, skirts, legs, saddles, pedestals, cables, guys, stays, snubbers, and tethers, as well as

elements forged or cast as part of the mechanical or electrical component.”

ASCE 7-05 Section 13.6.4 implies that electrical components that have been assigned a

Component Importance Factor equal to 1.0, regardless of the Seismic Design Category to which

they have been assigned, will not require seismic restraints beyond the attachment provisions

normally included with the component, provided that a qualified component is selected. This

means that if the component has four mounting feet with holes for 3/8 mounting hardware, then

the component should be attached to the structure with four 3/8 bolts, or anchors. Beyond that

nothing further is required.

However, ASCE 7-05 Section 13.6.5 insists that the supports must be designed to withstand the

code mounted forces and displacements. So, as with ASCE 7-98/02 this is not a general blanket

exemption. The manufacturer of the component must be able to certify that the supports designed

as part of the component will withstand the seismic requirements for the project using hardware of

the appropriate size and strength.

So, while additional analysis and restraint may not be required for electrical components

with 0.1=PI , the supports for this equipment must be designed by the manufacturer with sufficient

strength to meet the code mandated requirements. After this the design professional of record for

a project and the contractor may provide attachment hardware of the appropriate type, size, and







strength, as recommended by the manufacturer of the equipment, without doing any further

analysis, or providing any further restraint.

While this sounds rather “wishy-washy”, it’s really not. If the manufacturer of the equipment and its

supports certifies that is was design to handle accelerations in excess of the design acceleration

for the project, then it may be exempted from the need for further seismic restraint or analysis.

D2.1 – 7.3 Conduit Size Exemption [13.6.5.5-6a]:

There are no specific size exemptions for electrical conduit in 2000/2003 IBC, ASCE 7-98/02.

However, 2006 IBC, ASCE 7-05 does have exemptions for electrical conduit. They seem to follow

the exemptions, in terms size, that are used for piping. Therefore, it is reasonable to use the

exemptions in 2006 IBC for 2000/2003 IBC since it is the most recent version, and takes into

account any new testing or analysis.

For 2006 IBC, ASCE 7-05, seismic restraints are not required for conduit that has been assigned

a Component Importance Factor equal to 1.5, and whose trade size is 2.5 in. (64mm) or less.

When sizing and selecting restraints for electrical conduit, that the weight per linear foot of conduit

varies greatly depending on the exact type of conduit being used. Also, when computing the total

weight per foot of the conduit plus the cabling, it standard practice to assume that there will be

~40% copper fill for the cabling.

D2.1 – 7.4 Trapeze Supported Electrical Distribution Systems [13.6.5.5-6b]:

As with conduit, no specific exemptions for trapeze supported electrical distribution systems exist

in 2000/2003 IBC, ASCE 7-98/02. However, an exemption is allowed under 2006 IBC, ASCE 7-

05. It makes sense to argue for the use of this exemption in 2000/2003 IBC as well. The

exemption matches the weight limits proposed for trapeze supported pipe in Section 5.6 of this

guide.







No restraints are required for conduit, bus ducts, or cable trays that are supported on trapeze

bars, that have been assigned a Component Importance Factor equal to 1.5, and that have a total

weight that is 10 lb/ft (146 N/m) or less. This total weight includes not only the conduit, bus duct,

or cable trays, but also includes the trapeze bars as well.


All of the implied exemptions above are made without regard for the Seismic Design Category to

which the building has been assigned. Further, a complete reading of the project specification is in

order to ensure that these exemptions have not been negated by the wishes of the building owner.




SEISMIC DESIGN FORCESPAGE 1 of 9 D2.1 – 8.0



SESIMIC DESIGN FORCES


The code based horizontal seismic force requirements for MEP systems and components are

either calculated by the seismic restraint manufacturer as a part of the selection and certification

process, or may be determined by the design professional of record for the MEP systems under

consideration.

This is an informational section. It will discuss the code based horizontal seismic force demand

equations and the variables that go into them. This discussion will provide a deeper understanding

for the designer responsible for selecting the seismic restraints for MEP systems and their

components and the nature of the seismic forces and the factors that affect them.

D2.1 – 8.2 Horizontal Seismic Design Force (Section 9.6.1.3) [Section 13.3.1]1:

The seismic force is a mass, or weight, based force, and as such is applied to the MEP

component at its center of gravity. Keep in mind that the earthquake ground motion moves the

base of the building first. Then the motion of the building will accelerate the MEP component

through its supports and/or seismic restraints. The horizontal seismic force acting on an MEP

component will be determined in accordance with Equation 9.6.1.3-1 of ASCE 7-98/02 and

Equation 13.3-1 of ASCE 7-05.

+

=

hz

IR

WSaF

P

P

PDSPP 214.0 Equation 8-1 (9.6.1.3-1) [13.3-1]

1 References in brackets (Section 9.6.1.3) [Section 13.3.1] refer to sections and/or tables in ASCE 7-98/02 andASCE 7-05 respectively which forms the basis for the seismic provisions in 2000/2003 IBC and 2006 IBC respectively.







ASCE 7-98/02, and -05 define and upper and lower bound for the horizontal force that is to be

applied to the center of gravity of a component. The horizontal seismic force acting on an MEP

component is not required to be greater than;

PPDSP WISF 6.1= Equation 8-2 (9.6.1.3-2) [13.3-2]

And the horizontal seismic force acting on an MEP component is not to be less than;

PPDSP WISF 3.0= Equation 8-3 (9.6.1.3-3) [13.3-3]

Where:

PF = the design horizontal seismic force acting on an MEP component at its center of gravity.

DSS = the short period design spectral acceleration.

Pa =the component amplification factor. This factor is a measure of how close to the natural period

of the building the natural period of the component is expected is expected to be. The closer the

natural period of the component is to that of the building, the larger Pa will be. Conversely, the

further the natural period of the component is away from that of the building, the smaller Pa will be.

Typically Pa will vary from 1.0 to 2.5, and is specified by component type in ASCE 7-98/02 and -05

and listed in Table 8-3.

PI = the component importance factor which be either 1.0 or 1.5.

PW = the operating weight of the MEP system or component that is being restrained.

PR = the response modification factor which varies from 1.25 to 5.0 in ASCE 7-98, 1.5 to 5.0 in

ASCE 7-02, and 1.50 to 12.0 in ASCE 7-05 by component type. This factor is a measure of the

ability of the component and its attachments to the structure to absorb energy. It is really a

measure of how ductile or brittle the component and its attachments are. The more flexible, ductile

the component and its supports and/or restraints are the larger PR will be. And conversely, the

more brittle and inflexible the component and its supports and/or restraints are, the smaller PR will







be. The values are specified by component type in Table 8-1 for ASCE 7-98, Table 8-2 for ASCE

7-02, and Table 8-3 for ASCE 7-05.

z = the structural attachment mounting height of the MEP component in the building relative to the

grade line of the building.

h= the average height of the building roof as measured from the grade line of the building.

The 0.4 factor was introduced as a modifier for DSS as a recognition that the MEP components

inside the building would react more strongly to the long period earthquake ground motion than to

the short period motion. The 0.4 factor brings the design level acceleration for the MEP

components more in line with the design level acceleration that is applied to the building structure

itself.

The

+

hz21 term in Equation 8-1 is recognition of the fact that all buildings and structures become

more flexible as they increase in height. That is they are much stiffer, stronger, at the foundation

level than the roof. Since the ground motion from an earthquake enters the building structure at

the foundation level, the actual accelerations imparted an MEP component will be greater the

higher in the building they are attached. A building may be likened to a vertically mounted

cantilever beam that is being shaken by the bottom. It is a vibrating system that will have a certain

natural period that is, in a general fashion, based on its mass and stiffness. If the natural period of

the building is at, or close too, the earthquake period, the motion of the building could be extreme.

This was the case in the Mexico City earthquake of September 19, 1985.

The horizontal seismic design force must be applied independently to the component in at least

two perpendicular directions in the horizontal plane. The horizontal seismic design force must be

applied in conjunction with all of the expected dead loads and service loads. The idea here is that

the horizontal seismic design force is to be applied in the direction that causes the highest stress

in the supports and restraints, and thus produces the most conservative results.







D2.1 – 8.3 Vertical Seismic Design Force (Sections 9.5.2.7 and 9.6.1.3) [Sections 12.4.2.2and 13.3.1]:

The MEP component, its supports, and its restraints must also be designed for a vertical seismic

design force that acts concurrently with the horizontal seismic design force. This vertical seismic

design force must be directed such that it also produces the highest stress in the supports and

restraints, thus producing the most conservative result. This vertical seismic design force is

defined as follows.

PDSV WSF 2.0±= Equation 8-4 (9.5.2.1-1/-2) [12.4-4]

Where:

VF = the vertical seismic design force.

D2.1 – 8.4 The Evolution of Pa and PR Factors (Sections 9.6.1.3 and 9.6.3.2 and Table 9.6.3.2)

[Sections 13.3.1 and 13.6.1 and Table 13.6-1]:

The MEP component, along with its supports, will also form a vibrating system with a natural

period that depends on the mass of the component and the stiffness of the supports. The

component amplification factor ( Pa ) is a measure of how closely the natural period of the

component and its supports matches the natural period of the building. For 0.1=Pa the natural

periods are not close, while for 5.2=pa the natural period of the MEP component and their

support is very close to that of the building.

The component response modification factor( PR )is a measure of how much energy the MEP

component along with its supports and attachments can absorb without sustaining crippling

damage. A common term used throughout the HVAC industry is fragility. As the term implies, it is

concerned with how fragile a component might be. That is, how easily a component may be







damaged, and to what degree it might be damaged by a specified load and loading rate.

The PR factor, then, is considered to be an indicator of how fragile an MEP component might be.

For 0.1=PR the component is extremely fragile. For 0.12=PR , on the other hand, would be a

component that is very robust.

The values for Pa and PR are assigned by the ASCE 7 committee based on accumulated

experience throughout the building industry. The evolution of these factors may be traced through

Tables 8-1; 8-2, and 8-3 which represent 2000 IBC, ASCE 7-98; 2003 IBC, ASCE 7-02; and 2006

IBC, ASCE 7-05 respectively. The different values for the same items in the three tables indicate

the lack of knowledge and understanding concerning these components throughout the industry.

Only time, experience, and shake table testing will produce true usable values for Pa and PR .

D2.1 – 8.5 LRFD versus ASD: (Sections 2.3 and 2.4) [Sections 2.3, 2.4 and 13.1.7]

This topic was briefly touched upon in Section 4.8 of this guide. However, more should be said

about it in this section dealing the design seismic forces that will be applied to the MEP

components. The Civil and Structural Engineering community has adopted the LRFD, Load

Resistance Factor Design, philosophy. With this design philosophy the factors controlling the

serviceability of the structure as assigned to the design loads. ASD, Allowable Stress Design, is

the design philosophy which preceded LRFD. In ASD, the factors controlling the serviceability of

the structure are assigned to the yield strength or to the ultimate strength of the material.

Traditionally the factors controlling the serviceability of the structure have been known as the

Safety Factors, or Factors of Safety.

The forces calculated using Equations 8-1, 8-2, 8-3, and 8-4 will have magnitudes that correspond

to LRFD. Many standard components such a concrete anchors, bolts, screws, and etc. will have

their capacities listed as ASD values. Components whose capacities are listed as ASD values

may be compared to the LRFD results from Equations 8-1 through 8-4 by multiplying the ASD

values by 1.4.







Table 8-1; Component Amplification and Response Modification Factors for 2000 IBC(Table 9.6.3.2)

Mechanical & Electrical Component2Pa 3

PR 4

General Mechanical Equipment ----- -----Boilers and furnaces. 1.0 2.5

Pressure vessels on skirts and free-standing. 2.5 2.5Stacks & cantilevered chimneys 2.5 2.5

Other 1.0 2.5Piping Systems ----- -----

High deformability elements and attachments (welded steel pipe & brazed copper pipe). 1.0 3.5Limited deformability elements and attachments (steel pipe with screwed connections, no hub

connections, and Victaulic type connections). 1.0 2.5

Low deformability elements and attachments (iron pipe with screwed connections, and glass linedpipe). 1.0 1.25

HVAC Systems ----- -----Vibration isolated. 2.5 2.5

Non-vibration isolated. 1.0 2.5Mounted-in-line with ductwork. 1.0 2.5

Other 1.0 2.5General Electrical ----- -----

Distributed systems (bus ducts, conduit, and cable trays). 2.5 5.0Equipment. 1.0 2.5

Lighting fixtures. 1.0 1.25

2 Components mounted on vibration isolators shall be restrained in each horizontal direction with bumpers or snubbers,and the horizontal seismic design force shall be equal to 2FP.3 The value for aP shall not be less than 1.0. Lower values shall not be used unless justified by a detailed dynamicanalysis. A value of aP=1.0 is to be applied to equipment that is rigid or rigidly attached. A value of aP=2.5 is to be appliedto equipment regarded as flexible or flexibly attached.4 A value of RP=1.25 is to be used for component anchorage design with expansion anchor bolts, shallow chemicalanchor, shall low deformability cast in place anchors, or when the component is constructed of brittle materials. Shallowanchors are those with an embedment depth to nominal diameter ratio that is less than 8.







Table 8-2; Component Amplification and Response Modification Factors for 2003 IBC(Table 9.6.3.2)

Mechanical & Electrical Component5Pa 6

PRGeneral Mechanical Equipment ----- -----

Boilers and furnaces. 1.0 2.5Pressure vessels on skirts and free standing. 2.5 2.5

Stacks and cantilevered chimneys. 2.5 2.5Other 1.0 2.5

Piping Systems ----- -----High deformability elements and attachments (welded steel pipe & brazed copper pipe). 1.0 3.5

Limited deformability elements and attachments (steel pipe with screwed connections, no hubconnections, and Victaulic type connections). 1.0 2.5

Low deformability elements and attachments (iron pipe with screwed connections, and glass linedpipe). 1.0 1.5

HVAC Systems ----- -----Vibration isolated. 2.5 2.5

Non-vibration isolated. 1.0 2.5Mounted-in-line with ductwork. 1.0 2.5

Other 1.0 2.5General Electrical ----- -----

Distribution systems (bus ducts, conduit, and cable trays). 2.5 5.0Equipment 1.0 2.5

Lighting fixtures. 1.0 1.5

5 Components mounted on vibration isolators shall be restrained in each horizontal direction with bumpers or snubbers. Ifthe maximum bumper/snubber clearance, or air gap, is greater than 1/4 in., the horizontal seismic design force shall beequal to 2FP. If the maximum bumper/snubber clearance, air gap, is less than or equal to 1/4 in., the horizontal seismicdesign force shall be taken as FP.6 The value for aP shall not be less than 1.0. Lower values shall not be used unless justified by a detailed dynamicanalysis. A value of aP=1.0 is to be applied to equipment that is rigid or rigidly attached. A value of aP=2.5 is to be appliedto equipment regarded as flexible or flexibly attached.







Table 8-3; Component Amplification and Response Modification Factors for 2006 IBC[Table 13.6-1]

MECHANICAL AND ELECTRICAL COMPONENTS Pa 7PR 8

Air-side HVAC – fans, air handlers, and other mechanical components with sheet metal framing. 2.5 6.0Wet-side HVAC – boilers, chillers, & other mechanical components constructed of ductile materials. 1.0 2.5

Engines, turbines, pumps compressors, and pressure vessels not supported on skirts. 1.0 2.5Skirt supported pressure vessels. 2.5 2.5

Generators, batteries, transformers, motors, & other electrical components made of ductile materials. 1.0 2.5Motor control cabinets, switchgear, & other components constructed of sheet metal framing. 2.5 6.0

Communication equipment, computers, instrumentation and controls. 1.0 2.5Roof-mounted chimneys, stacks, cooling and electrical towers braced below their C.G. 2.5 3.0Roof-mounted chimneys, stacks, cooling and electrical towers braced below their C.G. 1.0 2.5

Lighting fixtures. 1.0 1.5Other mechanical & electrical components. 1.0 1.5

Vibration Isolated Components & Systems ----- -----Components & systems isolated using neoprene elements & neoprene isolated floors with elastomeric

snubbers or resilient perimeter stops 2.5 2.5

Spring isolated components & systems & vibration isolated floors closely restrained with elastomericsnubbing devices or resilient perimeter stops. 2.5 2.0

Internally isolated components or systems. 2.5 2.0Suspended vibration isolated equipment including in-line duct devices & suspended internally isolated

components. 2.5 2.5

Distribution Systems ----- -----Piping in accordance with ASME B31, this includes in-line components, with joints made by welding or

brazing. 2.5 12.0

Piping in accordance with ASME B31, this includes in-line components, constructed of high or limiteddeformability materials with joints made by threading, bonding, compression couplings, or grooved

couplings.2.5 6.0

Piping & tubing that is not in accordance with ASME B31, this includes in-line components, constructedwith high deformability materials with joints made by welding or brazing. 2.5 9.0

Piping & tubing that is not in accordance with ASME B31, this includes in-line components, constructedof high or limited deformability materials with joints made by threading, bonding, compression

couplings, or grooved couplings.2.5 4.5

Piping & tubing of low deformability materials, such as cast iron, glass, or non-ductile plastics. 2.5 3.0Ductwork, including in-line components, constructed of high deformability materials, with joints made by

welding or brazing. 2.5 9.0

Ductwork, including in-line components, constructed of high or limited deformability materials, withjoints made by means other than welding or brazing. 2.5 6.0

Duct work constructed of low deformability materials such as cast iron, glass, or non-ductile plastics. 2.5 3.0Electrical conduit, bus ducts, rigidly mounted cable trays, & plumbing. 1.0 2.5

Suspended cable trays. 2.5 6.0

7 The value for aP shall not be less than 1.0. Lower values shall not be used unless justified by a detailed dynamicanalysis. A value of aP=1.0 is to be applied to components that are rigid or rigidly attached. A value of aP=2.5 is to beapplied to components regarded as flexible or flexibly attached.8 Components mounted on vibration isolators shall be restrained in each horizontal direction with bumpers or snubbers. Ifthe maximum bumper/snubber clearance, or air gap, is greater than 1/4 in., the horizontal seismic design force shall beequal to 2FP. If the maximum bumper/snubber clearance, air gap, is less than or equal to 1/4 in., the horizontal seismicdesign force shall be taken as FP.








This section has provided an insight into the way in which the seismic design forces for MEP

systems and components are to be computed. It is generally not necessary for a designer to

actually run the computations for the seismic design forces. These forces are normally computed

by the manufacturer of the seismic restraint devices as part of the selection and certification

process to ensure that the proper components are selected per the code and the specification.




ANCHORAGE OF MEP COMPONENTS TO THE BUILDING STRUCTUREPAGE 1 of 4 D2.1 – 9.0



ANCHORAGE OF MEP COMPONENTS TO THE BUILDING STRUCTURE


The anchorage, or attachment, of the MEP components and their seismic restraints to the building

structure has always been a gray area generally left to the installing contractor with little or no

guidance from the design professionals responsible for the MEP systems or the building structure.

ASCE/SEI 7-05 does give some general guidance for the making these attachments. However,

the design professionals involved with the MEP systems and the building structure must share the

responsibility for ensuring the adequacy of these attachments. This section will cover the guidance

provided to the design professionals of record in ASCE/SEI 7-05.

D2.1 – 9.2 General Guidelines for MEP Component Anchorage (Section 9.6.1.6 and 9.6.3.4)[Section 13.4]1:

1. The MEP component, its supports, and seismic restraints must be positively attached to the

building structure without relying on frictional resistance generated by the dead weight of the

component. The following are some of the acceptable ways and means of attachment.

a. Bolting

b. Welding

c. Post installed concrete anchors

d. Cast in place concrete anchors

2. There must be a continuous load path of sufficient strength and stiffness between the

component and the building structure to withstand the expected seismic loads and

displacements. This means that when cable restraints are used for distributed MEP systems,

the cables can not bend or wrap around any other component or structure in a straight line

path between the component and the structure.

1 References in brackets (Sections 9.6.1.6 and 9.6.3.4) [Section 13.4] apply to sections, tables, and/or equations in ASCE7-98/02 and ASCE 7-05 respectively which forms the basis for the seismic provisions in 2000/2003 IBC and 2006 IBCrespectively.







3. The local areas of the building structure must be designed with sufficient strength and

stiffness to resist and transfer the seismic restraint forces from the MEP systems and

components to the main force resisting structure of the building. It is at this point that the

design professional of record, and the installing contractor for the MEP system must work

closely with the structural engineer of record to make sure that the intended anchorage

points for the MEP system seismic restraints have sufficient capacity.

D2.1 – 9.3 Anchorage in (Cracked) Concrete and Masonry (Section 9.6.1.6) [Section 13.4.2]:

1. Anchors for MEP component seismic restraints and supports are to be designed and

proportioned to carry the least of the following:

a. A force equal to 1.3 times the seismic design forces acting on the component and its

supports and restraints.

b. The maximum force that can be transferred to the anchor by the component and its

supports.

2. 5.1≤PR will be used to determine the component forces unless:

a. The design anchorage of the component and/or its restraints is governed by the

strength of a ductile steel element.

b. The design of post installed anchors in concrete used for the anchorage of the

component supports and restraints is prequalified for seismic applications according to

ACI 355.2.

i. Anchors that have been prequalified per ACI 355.2 will have an ICC-ES ESR

Report issued for that anchor stating the fact that it is suitable for seismic

applications for the current version of IBC. It will also give the allowable loads,

embedments, and edge distances pertinent to the allowable loads.

ii. Anchors from different manufacturers may not be directly substituted on a one-

to-one basis. Each manufacturer will have a different design that will have

different allowable loads when tested under ACI 355.2. The allowable loads for

equivalent anchor sizes may be radically different.







c. The anchor is designed in accordance with Section 14.2.2.14 of ASCE 7-05.

For 2000 IBC, ASCE 7-98, the “cracked” concrete anchors are not required, and standard post

installed wedge type anchors may be used for seismic restraint as long as there is an ICC Legacy

report stating that the anchors may be used in seismic applications. For 2003 IBC, ASCE 7-02,

there are no specific statements in ASCE 7-02 that require the use of “cracked” concrete anchors

in seismic applications. However, ASCE 7-02 Section 9.9 adopts ACI 318-02 as a reference

document. ACI 318-02 specifies that the post installed anchors meet ACI 355.2 and “are required

to be qualified for moderate or high seismic risk zone usage.” ACI 355.2 is the test standard by

which post installed anchors are to be pre-qualified for seismic applications in cracked concrete.

So, by inference, “cracked” concrete anchors should also be used for 2003 IBC. However, that

has not yet been widely enforced since few if any post installed anchors had been qualified to this

standard before 2006 IBC was issued.

D2.1 – 9.4 Undercut Anchors (Section 9.6.3.13.2-c) [Section 13.6.5.5-5]:

For both 2000 IBC, ASCE 7-98, and 2006 IBC, ASCE 7-05, post installed expansion, wedge,

anchors may not be used for non-vibration isolated mechanical equipment rated over 10 hp (7.45

kW). However, post installed undercut expansion anchors may be used.

For 2003 IBC, ASCE 7-02, post installed expansion, wedge, anchors may not be used for non-

vibration isolated mechanical equipment. However, post installed undercut expansion anchors are

permitted.

D2.1 – 9.5 Prying of Bolts and Anchors (Section 9.6.1.6.3) [Section 13.4.3]:

The design of the attachment of the MEP component supports and restraints must take into

account the mounting conditions such as eccentricity in the supports and brackets, and prying of

the bolts or anchors.







D2.1 – 9.6 Power Actuated or Driven Fasteners (Section 9.6.1.6.5) [Section 13.4.5]:

Power actuated or driven fasteners, such as powder shot pins, may not be used for tensile load

applications in Seismic Design Categories D, E, and F unless specifically approved for this

application.

D2.1 – 9.7 Friction Clips (Section 9.6.3.13.2-b) [Section 13.4.6]:

Friction clips may not be used to attach seismic restraints to the component or the building

structure. A typical example would be the attachment of a cable restraint to a structural beam with

a standard beam clamp. A beam clamp with a restraint strap or safety strap, capable of resisting

the applied seismic load that will ensure that the clamp will be prevented from walking off the

beam may be used.


Attachment of the MEP components and their seismic restraints to the building structure is of the

utmost importance to maintaining the building function following an earthquake. It is the

responsibility of the design professionals of record for the MEP systems to work with the structural

engineer of record and the architect of record for the building to ensure that the anchorage points

for the MEP component supports and restraints have been properly designed to transfer the

design seismic loads as well as any other dead weight and service loads.






DOCUMENT:

D2.2

IBC 2000 PIPING RESTRAINT RULESPAGE 1 OF 4 RELEASE DATE: 3/04/06

IBC 2000/2003 Piping Restraint Rules

The following information is based on the 2000 IBC Code. (The same data is present inthe 2003 IBC and/or Chapter 9 of ASCE 7-02, but the citation references would vary).These do not take into account more stringent specifications or local requirements.Systems relating to power piping; process piping; liquid transportation systems forhydrocarbons, LPG, anhydrous ammonia and alcohol; refrigeration; slurries; or gastransmission are subject to ASME standards that should also be consulted whereapplicable. Should such requirements exist, they would need to be evaluatedindependently.

For the remainder of this document “piping” refers only to piping not related to those itemsabove.

Prior to using this document, the appropriate (SDS) design spectral response for theproject in question must be determined. This is a function of the mapped short periodspectral response and the soil classification factor. If the soil type is unknown, type “D”should be assumed.

In addition, the project must be classified according to “seismic use group.” Refer to thecode or separate documentation for a detailed breakdown as to the definitions of various“seismic use groups.”

Lastly, the piping system’s importance factor must be determined. This factor is now tiedmore closely to the use of, or hazard generated by, the piping rather than the use of thestructure. There are two levels of importance: 1.0 and 1.5. The importance factor of 1.5is used under the following conditions:

1) The component is a life-safety component that must function after anearthquake.

2) The component contains hazardous or flammable material in excess ofexempted limits.

3) Components needed for continued operation of Group III occupancy structure.4) Components whose failure could result damage to a system or space required

for continued operation of Group III occupancy structure.5) All other conditions use an importance factor of 1.0.

Using the seismic use group in conjunction with the design spectral response, the seismicdesign category can be determined from the table below:


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SDS Value I II IIISDS < 0.167g A A A

0.167g<SDS<0.33g B B C0.33<SDS<0.50g C C D

0.50g<SDS D D D0.75g<S1

a E E FaS1 is mapped max considered spectral response

Seismic Design Category based on.2 Second Response Accelerations

Seismic Use Group

Piping Exempt from Restraint Requirements

Piping of all types that does not require seismic restraint per code:1) Any piping that is placed in a structure that falls into seismic design category A or B

(1621.1.1).2) Any piping that is placed in a structure that falls into seismic design category C and

has an importance factor of 1.0 (1621.1.1).3) Any piping system in any seismic design category that has an importance factor of 1.0,

weighs less than 400 lb, is mounted within 4 ft of the floor, is flexibly mounted to allinterfacing equipment, and is not critical to the continued operation of the structure(1621.1.1).

Fire-Protection piping that does not require seismic restraint per code:1) All piping when not “subject to earthquakes” (NFPA 13 6-4). As this definition is not

clear, defer back to IBC 1621.1.1 indicating nothing required for design category A orB (only).

2) Lateral bracing not required if the top of the pipe is within 6” of the support structureand the pipe is individually supported. Longitudinal bracing still is required (NFPA 136-4.5.3, NFPA 13 6-4.5.4).

3) Branch lines that are under 2.5” diameter require no bracing (NFPA 13 6-4.5.3).

Gas, fuel or other high hazard piping systems that do not require seismic restraintper code:1) Runs of piping supported by hangers where all rod hangers are a maximum of 12”

long (from top anchor position to top of pipe or from top anchor position to top oftrapeze bar, whichever is longer). The rods must be fitted with a non-momentgenerating free swinging connection at the top and adequate flexes at the equipmentinterfaces must be provided. (Note, all hanger rods on the run must comply with theabove to meet this criteria, and the swinging of the pipes must not interfere with otherpipes and systems.) (1621.3.10.2.1-2.2.1 and 1621.3.10)

2) High deformability piping (see below for examples) in seismic design category D, E, or


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F if the diameter is 1.0” or less. The piping must also be located such that impactswith other piping or equipment will not occur during a seismic event, and adequateflexes at the equipment interfaces must be provided. (1621.3.10.2.1-2.2.2 and1621.3.10).

3) High deformability piping (see below for examples) in seismic design category C if thediameter is 2.0” or less. The piping must also be located such that impacts with otherpiping or equipment will not occur during a seismic event, and adequate flexes at theequipment interfaces must be provided. (1621.3.10.2.1-2.2.3 and 1621.3.10).

Medical gas piping systems that do not require seismic restraint per code:1) Runs of piping supported by hangers where all rod hangers are a maximum of 12”

long (from top anchor position to top of pipe or from top anchor position to top oftrapeze bar, whichever is longer). The rods must be fitted with a non-momentgenerating free swinging connection at the top and adequate flexes at the equipmentinterfaces must be provided. Note that all hanger rods on the run must comply withthe above to meet this criteria, and the swinging of the pipes must not interfere withother pipes and systems (1621.3.10.2.1-2.2.1 and 1621.3.10).

2) High deformability piping (see below for examples) in seismic design category D, E, orF if the diameter is 1.0” or less. The piping must also be located such that impacts withother piping or equipment will not occur during a seismic event, and adequate flexes atthe equipment interfaces must be provided (1621.3.10.2.1-2.2.2 and 1621.3.10).

3) High deformability piping (see below for examples) in seismic design category C if thediameter is 2.0” or less. The piping must also be located such that impacts with otherpiping or equipment will not occur during a seismic event, and adequate flexes at theequipment interfaces must be provided (1621.3.10.2.1-2.2.3 and 1621.3.10).

General Piping Systems that do not require Seismic Restraint per Code:1) Runs of piping supported by hangers where all rod hangers are a maximum of 12”

long (from top anchor position to top of pipe or from top anchor position to top oftrapeze bar, whichever is longer). The rods must be fitted with a non-momentgenerating free swinging connection at the top and adequate flexes at the equipmentinterfaces must be provided. Note that all hanger rods on the run must comply withthe above to meet this criteria and the swinging of the pipes must not interfere withother pipes and systems (1621.3.10.2.1-2.2.1).

2) High deformability piping (see below for examples) in seismic design category D, E, orF and an importance factor of 1.5, if the diameter is 1.0” or less. The piping must alsobe located such that impacts with other piping or equipment will not occur during aseismic event, and adequate flexes at the equipment interfaces must be provided(1621.3.10.2.1-2.2.2).

3) High deformability piping (see below for examples) in seismic design category C andan importance factor of 1.5, if the diameter is 2.0” or less. The piping must also belocated such that impacts with other piping or equipment will not occur during aseismic event, and adequate flexes at the equipment interfaces must be provided(1621.3.10.2.1-2.2.3 and 1621.3.10).


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4) High deformability piping (see below for examples) in seismic design category D, E, orF and an importance factor of 1.0, if the diameter is 3.0” or less. The piping must alsobe located such that impacts with other piping or equipment will not occur during aseismic event, and adequate flexes at the equipment interfaces must be provided(1621.3.10.2.1-2.2.4).

Piping system deformability Classifications and Flexibility Issues:

The Code identifies piping systems by levels of deformability. Unfortunately thedefinitions as expressed in the body of the code are difficult to match up to typicalhardware that might be used. As a guide, various types of commonly used componentsand corresponding deformability ratings are listed below.

High deformability: These are comprised of piping made of ductile materials andconnected with strain tolerant connections. Steel or copper pipe with welded, brazed orroll formed groove type connections, PVC/PVDF plastic piping with glued connections orductile iron pipe with no-hub connections can normally be assumed to fall into thiscategory.

Medium deformability: These are systems that are commonly made up of relatively ductilematerials, but are connected together with couplings that are less strain resistant. Steelpipe and fittings as well as plastic piping connected with screwed joints or cut groove typeconnections can normally be assumed to fall into this category.

Low deformability: These systems are made of brittle materials and/or have connectorswith a low strain tolerance. Plain cast iron, glass lined and FRP pipe and connectors fallinto this group.

Flexibility: Some motion tolerant coupling types, when used in seismic applications, areactually too flexible. On these a reduced restraint spacing (one half that specified bySMACNA) must be used to prevent excessive motion in and resulting damage to thepiping system. Examples of these include non-rigid groove type connectors and 2 bandno-hub couplings.

Unless noted otherwise, KNC assumes piping installed in seismic areas to meet the highdeformability criteria and that measures have been taken to control the system flexibilitywhen sizing and locating restraint components.


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DOCUMENT:

D2.3

IBC 2000 DUCTWORK RESTRAINT RULESPAGE 1 OF 2 RELEASE DATE: 11/7/03

IBC 2000 Ductwork Restraint Rules

The following information is based on the 2000 IBC Code itself and does not take intoaccount more stringent specifications or local requirements.

Prior to using this document, the appropriate (SDS) design spectral response for theproject in question must be determined. This is a function of the mapped short periodspectral response and the soil classification factor. If the soil type is unknown, type “D”should be assumed.

In addition, the project must be classified according to “seismic use group”. Refer to thecode or separate documentation for a detailed breakdown as to the definitions of various“seismic use groups.”

Lastly, the ductwork system’s importance factor must be determined. This factor is nowtied more closely to the use of, or hazard generated by, the ductwork rather than the useof the structure. There are two levels of importance: 1.0 and 1.5. The importance factorof 1.5 is used under the following conditions:

1) The component is a life-safety component that must function after anearthquake.


3) Components needed for continued operation of Group III occupancy structures.4) Components whose failure could result in damage to a system or space

required for continued operation of Group III occupancy structures.5) All other conditions use an importance factor of 1.0.

Using the seismic use group in conjunction with the design spectral response, the seismicdesign category can be determined from the table below:



0.50g<SDS D D D0.75g<S1

a E E FaS1 is mapped max considered spectral response


Seismic Use Group


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D2.3

IBC 2000 DUCTWORK RESTRAINT RULESPAGE 2 OF 2 RELEASE DATE: 11/7/03

Ductwork Exempt from Restraint Requirement

Ductwork of all types that does not require seismic restraint per code:1) Any ductwork that is placed in a structure that falls into seismic design category A or B

(1621.1.1).2) Any ductwork that is placed in a structure that falls into seismic design category C and

has an importance factor of 1.0 (1621.1.1).3) Any ducting system in any seismic design category that has an importance factor of

1.0, weighs less than 400 lb, is mounted within 4 ft of the floor, is flexibly mounted toall interfacing equipment, and is not critical to the continued operation of the structure(1621.1.1).

High hazard ductwork systems that do not require seismic restraint per code:1) Restrain all ducts regardless of size (1621.3.9).

General ducting systems that do not require seismic restraint per code:1) Runs of ductwork with an importance factor of 1.0 that are supported by hangers

where all rod hangers are a maximum of 12” long (from top anchor position to top ofduct or from top anchor position to top of trapeze bar, whichever is longer). The rodsmust be detailed to avoid significant bending of the hanger rods or connections Notethat all hanger rods on the run must comply with the above to meet this criteria and theswinging of the ducts must not interfere with other ducts or systems (1621.3.9 item 1).

2) Ducts with an importance factor of 1.0 and with a cross-sectional area of 6 square feetof less. The ductwork must also be located such that impacts with other ductwork orequipment will not occur during a seismic event, and adequate flexes at the equipmentinterfaces must be provided (1621.3.9 item 2).


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DOCUMENT:

D2.4

BOCA 1996/SBC 1997 PIPING RESTRAINT RULESPAGE 1 OF 2 RELEASE DATE: 11/7/03

BOCA 1996/SBC 1997 Piping Restraint Rules

The following information is based on the 1996 BOCA and 1997 SBC codes and does nottake into account more stringent specifications or local requirements. Systems relating topower piping; process piping; liquid transportation systems for hydrocarbons, LPG,anhydrous ammonia and alcohol; refrigeration; slurries; or gas transmission are subject toASME standards that should also be consulted where applicable. Should suchrequirements exist, they would need to be evaluated independently.


Prior to using this document, the appropriate peak velocity related acceleration (Av) for theproject in question must be determined.

In addition, the project must be classified by “seismic performance category”. Refer to thecode or separate documentation for a detailed breakdown as to the definitions of various“seismic hazard exposure groups.”

Effective Peak Velocity Seismic Hazard Exp GrpRelated Accelerations I II III

Av<.05 A A A.05<Av<.10 B B C.10<Av<.15 C C C.15<Av<.20 C D D

.20<Av D D ESeismic Performance Category

Piping Exempt from Restraint Requirements

Piping of all types that does not require seismic restraint per code:1) Any piping that is placed in a structure that falls into seismic performance category A

or B (BOCA-1610.6 item 2 and SBC-1607.6 item 2).

Fire-Protection piping that does not require seismic restraint per code:1) All piping when not “subject to earthquakes” (NFPA 13 6-4). As this definition is not

clear, defer back to BOCA code 1610-2 and SBC-1607.6-2 indicating nothing requiredfor performance category A or B (only).

2) Lateral bracing not required if the top of the pipe is within 6” of the support structureand the pipe is individually supported. Longitudinal bracing still is required (NFPA 136-4.5.3, NFPA 13 6-4.5.4).



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DOCUMENT:

D2.4

BOCA 1996/SBC 1997 PIPING RESTRAINT RULESPAGE 2 OF 2 RELEASE DATE: 11/7/03

Gas, fuel or other high hazard piping systems that do not require seismic restraintper code:1) No exceptions, must all be restrained (BOCA-Table 1610.6.4(1) and SBC-Table

1607.6.4A no applicable notes)

Medical gas piping systems that do not require seismic restraint per code(assumed “other pipe systems” in BOCA-Table 1610.6.4(1) and SBC-Table1607.6.4A as no other categories apply, however 1992 SMACNA indicates 1” maxfor unrestrained medical gas piping (Section 3.3)):1) Runs of piping individually supported by hangers where all rod hangers are a

maximum of 12” long (from top anchor position to top of pipe or from top anchorposition to top of trapeze bar, whichever is longer). Adequate flexes at the equipmentinterfaces must be provided. Note that all hanger rods on the run must comply withthe above to meet this criteria, and the swinging of the pipes must not interfere withother pipes and systems (BOCA 1610.6.4.2 and Table 1610.6.4(1) note c1 / SBC1607.6.4.2 and Table 1607.6.4A note 3a).

2) Piping in mechanical rooms that is 1.0” diameter or less. The piping must also belocated such that impacts with other piping or equipment will not occur during aseismic event, and adequate flexes at the equipment interfaces must be provided(BOCA Table 1610.6.4(1) note c2 and SBC Table 1607.6.4A note 3b).

3) Piping in other areas that is 2.0” diameter or less. The piping must also be locatedsuch that impacts with other piping or equipment will not occur during a seismic event,and adequate flexes at the equipment interfaces must be provided (Min of 1992SMACNA (3.3) and BOCA Table 1610.6.4(1) note c3 or SBC Table 1607.6.4Anote 3c).

General piping systems that do not require seismic restraint per code:1) Runs of piping individually supported by hangers where all rod hangers are a

maximum of 12” long (from top anchor position to top of pipe or from top anchorposition to top of trapeze bar, whichever is longer). Adequate flexes at the equipmentinterfaces must be provided. Note that all hanger rods on the run must comply withthe above to meet this criteria, and the swinging of the pipes must not interfere withother pipes and systems (BOCA 1610.6.4.2 and Table 1610.6.4(1) note c1 / SBC1607.6.4.2 and Table 1607.6.4A note 3a).

2) Piping in mechanical rooms that is 1.0” diameter or less. The piping must also belocated such that impacts with other piping or equipment will not occur during aseismic event ,and adequate flexes at the equipment interfaces must be provided(BOCA Table 1610.6.4(1) note c2 and SBC Table 1607.6.4A note 3b).

3) Piping in other areas that is 2.0” diameter or less. The piping must also be locatedsuch that impacts with other piping or equipment will not occur during a seismic event,and adequate flexes at the equipment interfaces must be provided (BOCA Table1610.6.4(1) note c3 and SBC Table 1607.6.4A note 3c).


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D2.5

BOCA 1996/SBC 1997 DUCTWORK RESTRAINT RULESPAGE 1 OF 1 RELEASE DATE: 11/7/03

BOCA 1996/SBC 1997 Ductwork Restraint Rules

The following information is based on the 1996 BOCA and 1997 SBC codes and does nottake into account more stringent specifications or local requirements.

Prior to using this document, the appropriate peak velocity related acceleration (Av) for theproject in question must be determined. In addition, the project must be classified by“seismic performance category”. Refer to the code or separate documentation for adetailed breakdown as to the definitions of various “seismic hazard exposure groups”.



.20<Av D D ESeismic Performance Category

Ductwork Exempt from Restraint Requirements

Ductwork of all types that does not require seismic restraint per code:1) Any ductwork that is placed in a structure that falls into seismic performance category

A or B (BOCA-1610.6 item 2 and SBC-1607.6 item 2).

High hazard ductwork systems that do not require seismic restraint per code:1) No exceptions, must all be restrained (BOCA-Table 1610.6.4(1) and SBC-Table

1607.6.4A no applicable notes).

HVAC ducting systems that do not require seismic restraint per code:

1) Runs of ductwork supported by hangers where all rod hangers are a maximum of 12”long (from top anchor position to top of duct or from top anchor position to top oftrapeze bar, whichever is longer). Adequate flexes at the equipment interfaces mustbe provided. Note that all hanger rods on the run must comply with the above to meetthis criteria, and the swinging of the ducts must not interfere with other ducts andsystems (BOCA 1610.6.4.2 and Table 1610.6.4(1) note d1 / SBC 1607.6.4.2 andTable 1607.6.4A note 4a).

2) Ductwork that is less than 6 square feet in area. The ductwork must also be locatedsuch that impacts with other ductwork or equipment will not occur during a seismicevent, and adequate flexes at the equipment interfaces must be provided (BOCATable 1610.6.4(1) note d2 and SBC Table 1607.6.4A note 4b).


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D2.6

UBC 1997 PIPING RESTRAINT RULESPAGE 1 OF 2 RELEASE DATE: 11/7/03

UBC 1997 Piping Restraint Rules

The following information is based on the 1997 UBC code and does not take into accountmore stringent specifications or local requirements. Systems relating to power piping;process piping; liquid transportation systems for hydrocarbons, LPG, anhydrous ammoniaand alcohol; refrigeration; slurries; or gas transmission are subject to ASME standardsthat should also be consulted where applicable. Should such requirements exist, theywould need to be evaluated independently.


The UBC grants several exclusions without regard to the project or piping systems importancefactor or the expected peak ground accelerations. As such, it is not necessary to reviewproject importance factors or Seismic Zone when reviewing piping systems for possibleexclusion (Footnotes on Table 16-O).

Piping, Except Fire, Exempt from Restraint Requirements

Any piping that meets all of the following criteria (Table 16-O Footnotes):A) Lateral motion will not cause damaging impact with other systems.B) Piping uses exclusively ductile materials and contains ductile connections.C) Lateral motion will not cause damage to fragile appurtenances (example: sprinkler

heads).D) If mounted on a post protruding up from the floor, the post is checked for stability.E) The piping supports are under 12” in length and contain a connection that will not

allow them to carry a moment (swivel).

Rule of Thumb Exclusions

While the code does not identify any exclusions based on pipe size or fluid carried, mostjurisdictions will apply limits to the minimum piping size that requires bracing based onSMACNA. In addition, because hazardous materials such as gas are not addressed inthe 97UBC, again the SMACNA document will typically be considered to be the guidingreference. Because the local authority has the final say on this, however, both of theseitems should be confirmed for each locale.

Restraints can be excluded per SMACNA for:1) Piping in mechanical rooms that is 1.0” diameter or less (SMACNA 3.3).2) Piping in other areas that is 2.0” diameter or less (SMACNA 3.3).

Additional locations where restraint is required:1) All gas and hazardous piping regardless of size (SMACNA 3.3).


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UBC 1997 PIPING RESTRAINT RULESPAGE 2 OF 2 RELEASE DATE: 11/7/03

Assuming fire-protection is governed by NFPA 13, restraint exclusions associatedwith it would be:1) Lateral bracing not required if the top of the pipe is within 6” of the support structure

and the pipe is individually supported. Longitudinal bracing still is required (NFPA 136-4.5.3, NFPA 13 6-4.5.4).



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D2.7

UBC 1997 DUCTWORK RESTRAINT RULESPAGE 1 OF 1 RELEASE DATE: 11/7/03

UBC 1997 Ductwork Restraint Rules

The following information is based on 1997 UBC Code and does not take into accountmore stringent specifications or local requirements.

The UBC grants several exclusions without regard to the project or ductwork system’simportance factor or the expected peak ground accelerations. As such, it is not necessary toreview project importance factors or seismic zone when reviewing ductwork systems forpossible exclusion (Footnotes on Table 16-O).

Ductwork Exempt from Restraint Requirements

Any duct that meets all of the following criteria (Table 16-O footnotes):A) Lateral motion will not cause damaging impact with other systems.B) Lateral motion will not result in the loss of vertical support.C) If mounted on a post protruding up from the floor, the post is checked for stability.D) The duct supports are under 12” in length and contain a connection that will not

allow them to carry a moment (swivel).

Rule of Thumb Exclusions

While the code does not identify any exclusions based on duct size or importance factor,most jurisdictions will apply limits to the minimum duct size that requires bracing based onSMACNA. Because the local authority has the final say on this, however, this should beconfirmed for each locale.

Restraints can be excluded per SMACNA for:1) All ductwork that is under 6 sq feet in area (SMACNA 3.2).


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D2.8

EVALUATING SEISMIC REQUIREMENTS IN SPECIFICATIONSPAGE 1 OF 16 RELEASE DATE: 11/10/03

Evaluating Seismic Requirements in Specifications

There are four or five items that are critical when determining the extent of seismicrestraint required by a specification. Once the need for restraint is determined, themagnitude of the seismic forces must be evaluated to select the required components.

The initial four items affecting all codes are:

1) The effective national code (code document and year).2) The location of the project and the ground acceleration coefficient (Av or Z depending

on the code).3) The occupancy category (essential, hazardous, or emergency service-related in

particular).4) Any special seismic factors that may be listed in the spec and that exceed code

requirements. These may dictate restraint even if the code would not normally requireit, and a seismic requirement is often added to a spec to afford some degree of bombblast protection.

A fifth item that affects only the 97 UBC, 2000 IBC, and TI 809-04 spec is:

5) The class of soil present at the jobsite (geotechnical report data).

The above information will need to be applied to the code requirements to determine theextent of seismic restraint to be included in the project. Once the above information isgathered, we can compare it to the appropriate code to determine specific requirements.

A typical map for the BOCA, SBC, and UBC codes is shown below for reference.


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1996 BOCA and 1997 SBC

The last version of both the BOCA and SBC codes, although being phased out by the2000 IBC code, are still occasionally referenced at the state level or for a specific project.These two codes have basically identical seismic design parameters and will beconsidered together in this section.

Equipment Exempt from Seismic Requirements

The first step in calculating the seismic requirements for a job is to determine if restraintcan be ruled out for the entire project. Start by determining the seismic use (or hazardexposure) group. All structures are placed into one of three classifications:

I – Anything not in Groups II or IIIII – High occupancy structures and schoolsIII – Emergency, hazardous, and essential facilities.

Using the seismic use group, along with the site ground acceleration factor and the tablebelow, a “performance” factor can be obtained. Equipment in buildings with aperformance factor of “A” or “B” is exempt from seismic design requirements.



.20<Av D D ESeismic Performance Factor

In addition, mechanical equipment in performance category “C” buildings which falls intoseismic use group I occupancies and is not related to safety, emergency power, orhazardous material transfer is also exempt.

Piping does not require restraint in any seismic zone or performance category as long asit is 1) not hazardous, and 2) mounted such that the dimension from the top of the pipe tothe supporting surface does not exceed 12” and adequate flexes are included atequipment connections. In addition, if the pipe is under 2-1/2” in diameter and is not in amechanical room, or if it is under 1-1/4” in diameter and is in a mechanical room, norestraint is required.

Ducting does not require restraint in any seismic zone or performance category as long asit is 1) not hazardous, and 2) mounted such that the pendulum length from the support


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surface to the trapeze does not exceed 12” and adequate flexes are included atequipment connections. Also, if the duct is less than 6 sq ft in area no restraint isrequired.

In the BOCA and SBC codes there is no specific equipment exemption by weight ormounting location. If there is a requirement in the building to restrain equipment, it mustall be restrained without regard to weight.

Estimating Seismic Forces

The global lateral seismic load is

cccvp WPaCAF = (Eq. 2.8-1)

where:

Fp = lateral seismic loadAv = ground acceleration coefficientCc = seismic coefficient (Table 2.8-1)P = performance criteria factor (Table 2.8-1)ac = attachment amplification factor

= 2.0 for resiliently mounted equipment above grade= 1.0 for all others

Wc = equipment/component weight.

Worst-Case Load/Required Restraint Estimates

The worst-case loads can be estimated for preliminary design as:

Lateral Load: 2 * (total lateral load / number of restraints)

Vertical Load: 0 (Fp < .25Wc)0.5Fp (.25Wc < Fp < .5Wc)1.0Fp (.5Wc < Fp < 1.0Wc)2.0Fp (Fp > 1.0Wc)

For general guidance, when restraint is required with these codes, FHS and FLSSisolators and 1/4" restraint cables will work in virtually all zones and with most equipmenttypes. For attachment to concrete in higher seismic zones, load spreader plates willalmost certainly be required.

For non-hazardous piping and ductwork, a reasonable estimate of the number ofrestraints required is the total length of restrained pipe divided by 25, or the total length ofrestrained duct divided by 20. For hazardous systems, the values would be about 3/2 of


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the above.

Table 2.8-1. Seismic Coefficients and Performance Criteria Factors (BOCA and SBC).

Mech / Elec component or system Cc PSsmc Hzrd Grp

I II IIIFire protection equip and systems 2.0 1.5 1.5 1.5

Emergency or standby electrical systems 2.0 1.5 1.5 1.5

General Equipment 2.0 0.5 1.0 1.5A) Boilers, furnaces, incinerators, water htrs, and other equipment utilizing combustible energy sources or high-temperature energy sourcesB) Communication systemsC) Electrical bus ducts and primary cable systems suspended farther than 12" from supporting surface or 2-1/2" or more inside diameterD) Electrical motor control centers, motor control devices, switchgear, transformers, and unit substationsE) Reciprocating or rotating equipmentF) Tanks, heat exchangers and pressure vessels.

Manufacturing and process machinery 0.67 0.5 1.0 1.5

Pipe systemsA) Gas and high-hazard piping 2.0 1.5 1.5 1.5B) Fire suppression piping 2.0 1.5 1.5 1.5C) Other pipe systems 0.67 0.5 1.0 1.5

HVAC ducts 0.67 0.5 1.0 1.5Electrical panel boards 0.67 0.5 1.0 1.5Lighting fixtures (Cc for pendulum fixtures must be 1.5) 0.67 0.5 1.0 1.5

1997 UBC

The 97 UBC code is considerably more complex than the BOCA or SBC codes. Thiscode introduces soil factors, equipment elevation, and fault proximity into the equation.


When determining the seismic requirements the first step, as with BOCA and SBC, is toreview the job to see if restraint can be ruled out of the project globally. The 97 UBC codecontains only a single global exclusion. All components in buildings constructed in seismiczones 2 and higher must be designed for seismic loads. By exclusion, this indicates thatcomponents in all buildings constructed in seismic zone 1 (Z < .075) need not be reviewedfor seismic loads.

The 97 UBC excludes equipment weighing 400 lb or less which is floor or roof mounted.For equipment meeting this exclusion it need be restrained only in the manner normallyrecommended for general applications by the equipment manufacturer. No engineeringsupport documentation is required to substantiate the design and no special components


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are required.

Piping does not require restraint in any zone as long as it is 1) not hazardous, and 2)mounted with a swivel-type connection such that the dimension from the top of the pipe tothe supporting surface does not exceed 12” and adequate flexes are included atequipment connections.

Ducting does not require restraint in any seismic zone or performance category as long asit is mounted with a swivel-type connection such that the pendulum length from thesupport surface to the trapeze does not exceed 12” and adequate flexes are included atequipment connections.

Raceways do not require restraint in any seismic zone or performance category as longas they are mounted with a swivel-type connection such that the pendulum length fromthe support surface to the raceway does not exceed 12” and adequate flexes are includedat equipment connections.

Although not in the code, it is accepted practice to not restrain piping outside ofmechanical rooms that is under 2-1/2” in diameter or ductwork that is under 6 sq ft in area.This is referenced in the SMACNA guidelines and these guidelines have been acceptedby the UBC as meeting code compliance. These can be excluded if SMACNA isreferenced in the specification.


The lateral seismic force acting on a component or piece of equipment is calculated as

pr

x

p

papp W

hh

RICa

F

+= 31 (Eq. 2.8-2)

where:

Fp = total design lateral forceap = component amplification factor (Table 2.8-2)Ca = seismic coefficientIp = importance factorRp = component response modification factor (Table 2.8-2)hx = component attachment elevation with respect to gradehr = roof elevation with respect to gradeWp = weight of component.

The design lateral force need not exceed


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ppap WICF 0.4= (Eq. 2.8-3)and the absolute minimum design load is

ppap WICF 7.0= . (Eq. 2.8-4)

In any case, if the equipment is anchored to concrete the load can be reduced by a factorof 1.4 to account for the different design factors used for the anchor capacity and loaddetermination (this applies to either hard-mounted or isolated equipment). If theequipment is isolated and anchored to concrete with post installed or shallow (less than 8bolt diameter) cast-in-place anchors, the design load used must be doubled to account fordynamic impact.

The importance factor Ip for a piece of equipment is 1.5 if the equipment is essential to thecontinued operation of essential or hazardous services (whether or not the building itselfis essential). Otherwise the importance factor is 1.0.

Table 2.8-2. Component Amplification and Response Modification Factors.

Components ap Rp

Ceilings and light fixtures 1 3Equipment

Tanks and vessels 1 3Elec, mech, plumbing equip, conduit, piping, ductwork 1 3All equip anchored to structure below its center of mass 2.5 3Emergency systems and essential communications 1 3Isolated equipment 2.5 1.5

Horizontal Force Factors

The seismic coefficient (Ca) is a measure of the ground motion acceleration and itscalculation requires the following information.

1) The Site Ground Acceleration Coefficient (z). This will range from .075 to .4depending on location.

2) The Site Soil Classification (Hard Rock - SA, Rock - SB, Dense Soil - SC, StiffSoil - SD, Soft Soil - SE, and Other - SF). If unknown, use soil profile SD.

3) If the Site Ground Acceleration Coefficient (z) is 0.4 (Seismic Zone 4) theproximity to the nearest active fault is required. Fault maps can be pulled up onthe Internet to help in this task, but it should be specified by the Engineer ofRecord. If the distance to the fault is greater than 10 km, the forces are notincreased. If less than 10 km, the distance in km should be estimated.

4) If the Site Ground Acceleration Coefficient (z) is 0.4 (Seismic Zone 4) theseismic source type must be identified. A – faults that are capable of producinglarge magnitude earthquakes and that have a high rate of seismic activity. C –faults not capable of producing large magnitude earthquakes and that have arelatively low rate of seismic activity. B – all other faults.


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The Seismic Coefficient is determined from Table 2.8-3b. The table is entered with theSeismic Zone Factor and Soil Profile and the value of Ca is determined. In SeismicZone 4 (z = 0.4) the Near Source Factor (Na) should be determined from Table 2.8-3a.

Table 2.8-3. Near Source Factor and Seismic Coefficient.

(a) Near Source Factor (b) Seismic Coefficient

Seismic Source Type <= 2 km 5 km >= 10 kmA 1.5 1.2 1.0B 1.3 1.0 1.0C 1.0 1.0 1.0

Near Source Factor (Na)Closest Distance to know Seismic Source

Linear Interpolation for distance is permitted

Soil Profile Type z = 0.075 z = 0.15 z = 0.2 z = 0.3 z = 0.4Sa 0.06 0.12 0.16 0.24 0.32Na

Sb 0.08 0.15 0.20 0.30 0.40Na

Sc 0.09 0.18 0.24 0.33 0.40Na

Sd 0.12 0.22 0.28 0.36 0.44Na

Se 0.19 0.30 0.34 0.36 0.36Na

Sf

Seismic Zone Factor, z

Site Specific Geotechnical Report Required

Seismic Coefficient Ca

Worst-Case Load/Required Restraint Estimates

The worst-case loads can be estimated for preliminary design as:

Lateral Load: 2 * (total lateral load / number of restraints)

Vertical Load: 0 (Fp < .25Wp)0.5Fp (.25Wp < Fp < .5Wp)1.0Fp (.5Wp < Fp < 1.0Wp)2.0Fp (1.0Wp < Fp < 2.0Wp)4.0Fp (Fp > 2.0Wp)

When restraint is required with this code, FHS and FLSS isolators and 1/4 inch restraintcables will generally work for “at grade” applications in virtually all zones and with mostequipment types. For equipment locations at higher elevations and the roof, particularly inhigher seismic zones, it may be necessary to use separate restraints (HS-5 or 7) or FMSisolator/restraints. If attached to concrete, load spreader plates will almost certainly berequired.

For non-hazardous piping and ductwork at grade, a reasonable estimate of the number ofrestraints required is the total length of restrained pipe divided by 20 and the total lengthof restrained duct divided by 15. For hazardous systems the values would be about 3/2the above. For piping and duct at the roof, the required restraints will approximatelydouble. For pipes over 6” diameter in all cases cable sizes will increase to 3/8” and for


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pipes over 12” diameter the size can increase to 1/2".

2000 IBC and TI 809-04

This code and federal spec represent the latest round of thinking in seismic design. Theyare similar to the 97 UBC but use new maps and factors to allow more accurate loadassessments at a given site without having to research fault information. Soil factors andequipment elevation still factor into the equation.

The primary difference between TI 809-04 and the 2000 IBC is in the area of exclusions.The 2000 IBC excludes some structures and components from the seismic design scopethat TI 809-04 does not.


As with all building codes, the first step in calculating the seismic requirements for a job isto determine if restraint can be ruled out for the entire project.

The 2000 IBC exempts components from the seismic requirements as follows:

Entire Structures (and contents):

1) Group R-3, single-family, stand-alone residential structures not more than threestories in height, in areas where the mapped SDS value is less than .5g.

2) Agricultural storage structures intended only for incidental human occupancy.3) All structures where the mapped SDS value is less than .167g and the mapped

SD1 value is less than .067g.

Mechanical/Electrical Components and Architectural Elements:

1) All non-structural mechanical components and architectural elements instructures that fall into seismic design category A or B.

2) All mechanical components in structures that fall into seismic design category Cand where the importance factor is 1.0

3) All architectural elements in structures that fall into seismic design category Cand where the importance factor is 1.0, and there are fewer than three stories.

Specific Mechanical/Electrical Equipment:

1) All components (no matter what seismic design category) with an importancefactor of 1.0 weighing less than 400 lb, mounted to the floor with legs under 4’ inheight, connected via flexible connections between components and associatedductwork, piping, etc., and not critical to the continued operation of thestructure.


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2) Mechanical and electrical components in seismic design categories D and Ethat weigh 20 lb or less (no matter where mounted), that are connected viaflexible connections between components and associated ductwork, piping,etc., where the importance factor does not exceed 1.0.

3) Ductwork that is less than 6 sq ft in area for the full length of a run where theimportance factor does not exceed 1.0 (no matter what seismic designcategory) and the motion induced by a seismic event will not result in contactwith other components.

4) All ductwork that is suspended on hangers 12” or less in length for the fulllength of a run with a non-moment generating connection to the structure andwhere the importance factor does not exceed 1.0 (no matter what seismicdesign category) and motion induced by a seismic event will not result incontact with other components.

5) High deformability piping in all seismic design categories that is 3.0 inches orless in diameter and has an importance factor of 1.0. (Note: High deformabilityis a measure of ductility as defined in the code section 1602.1.) (Note: iftrapeze mounted and the cumulative total area of the pipes supported is lessthan 5”, no restraint is required.)

6) High deformability piping in seismic design category C that is 2.0 inches or lessin diameter with an importance factor of 1.5. (Note: if trapeze mounted and thecumulative total area of the pipes supported is less than 3.2”, no restraint isrequired.)

7) High deformability piping in seismic design category D or E that is 1.0 inch orless in diameter, with an importance factor of 1.5.

8) All piping that is suspended on hangers 12” or less in length (from the top of thepipe) with a non-moment generating (swivel) connection to the structure, for allimportance factors and seismic eesign categories.

9) Any component that is supported from above by chains or other non-momentgenerating connection provided it cannot be damaged by or cannot damageany other component and has a supporting connection designed to take at leastthree times the operating weight.

Specific Architectural Elements:

1) Components supported on chains or otherwise suspended from the structuralsystem above, as long as they are capable of moving a minimum of 12” or aswing of 45 degrees without damage or contact with an obstruction, and as longas the gravity design load used when sizing the attachment hardware is 3g.

2) Seismic load of less than 5 psf.

Other:

1) Equipment installed in line and hard mounted to the ductwork that weighs 75 lbor less can be restrained as though it is part of the duct (no separate restraints


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are required).

There are considerably fewer exemptions from seismic restraint design in the TI 809-04Code. There are no exemptions for entire structures or general equipment types andthere are only a few for specific components as follows:

Specific Mechanical Equipment:

1) Piping in seismic design category A.2) Piping in seismic design category B in structures that are not categorized as

essential or hazardous.3) Gas piping under 1” diameter.4) Piping in boiler and mechanical rooms of less than 1-1/4” diameter.5) All other piping of less than 2-1/2” diameter.6) All electrical conduit of less than 2-1/2” diameter.7) Ductwork that is less than 6 sq ft in area .8) All ductwork that is suspended on hangers 12” or less in length for the full

length of a run with a non-moment generating connection to the structure.9) All piping that is suspended on individual hangers 12” or less in length (from the

top of the pipe) with a non-moment generating (swivel) connection to thestructure.


The lateral seismic force acting on a component or piece of equipment in both the 2000IBC and TI 809-04 is calculated as

ppp

DSpp W

hz

IRSa

F

+= 21

4.0(Eq. 2.8-5)

where:

Fp = total design lateral forceap = component amplification factor (Table 2.8-4)SDS = design spectral response acceleration at short periodsIp = component importance factorRp = component response modification factor (Table 2.8-4)z = component attachment elevation with respect to gradeh = average roof elevation with respect to gradeWp = weight of component.

The design lateral force need not exceed

ppDSp WISF 6.1= (Eq. 2.8-6)


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and the absolute minimum design load is

ppDSp WISF 33.0= . (Eq. 2.8-7)

The Component Amplification (ap) and Response Modification (Rp) factors are shown inTable 2.8-4. When anchoring components to concrete using shallow embedment anchors(those with an embedment length-to-diameter ratio of less than 8), an Rp value of 1.5 is tobe used and overides the value identified in the Component Coefficient table.

Table 2.8-4. Component Amplification and Response Modification Factors.

Mechanical and Electrical Component or Element ap R p

General Mechanical Boilers and furnaces 1.0 2.5 Pres vessels, stacks, cantilevered chimneys 2.5 2.5 Other 1.0 2.5Mfg and Process Equipment General 1.0 2.5 Conveyors 2.5 2.5Piping High deformability elements and attachments 1.0 3.5 Limited deformability elements and attachments 1.0 2.5 Low deformability elements or attachments 1.0 1.25HVAC Equipment Vibration isolated 2.5 2.5 Non-vibration isolated 1.0 2.5 Mounted in line with ductwork 1.0 2.5Elevator & Escalator Components 1.0 2.5Trussed Towers 2.5 2.5General Electrical Distribution systems 1.0 3.5 Equipment 1.0 2.5Lighting Fixtures 1.0 1.25Architectural Component or ElementInterior Non-Structural Walls and Partitions Plain (unreinforced) masonry 1.0 1.25 Other 1.0 2.5Ceilings 1.0 2.5Access Floors Floors (built on and affixed to seismic frame) 1.0 2.5 Other 1.0 1.25Flexible Components High deformability 1.0 3.5 Limited deformability 2.5 2.5 Low deformability 2.5 1.25

Component Coefficients

The importance factor in the 2000 IBC or TI 809-04 document is now tied more closely tothe use of the equipment rather than the use of the structure. There are two levels of


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importance: 1.0 and 1.5. The importance factor of 1.5 is used under the followingconditions:

1) The component is a life-safety component that must function after anearthquakea


3) Storage racks in structures that are open to the public (Home Depot forexample).

4) Components needed for continued operation of Group III occupancy structure.

All other conditions use an importance factor of 1.0.

Determination of the seismic response spectral acceleration at short periods (SDS)requires the use of a spectral response map. Current maps applicable to eitherspecification can be quite detailed and unreadable in a small scale. To avoid thisproblem, dynamic maps can be downloaded from the following website:http://geohazards.cr.usgs.gov/eq/design/ibc/IBC1615-1us.pdf. For evaluating theattachment of equipment and architectural components, the maps of interest are thosethat list the maximum short period spectral response (.2 second). The maps identifyingmaximum long period spectral response (1 second) are of interest to us only to determineif the structure can be exempted (IBC applications only) from seismic analysis and wouldonly come into play if the design spectral response at short period (.2 second) is less than0.167.

It must be noted that the maps indicate the maximum spectral response for long and shortperiods (SMS & SMl) and not the design spectral response. The ground accelerations usedfor the design of architectural and equipment attachment are the short period (.2 second)values only (SS). These are multiplied by the site (soil) classification factor (Fa) from thetable below (2.8-5a) and then reduced by a factor of 2/3 except in the case of immediateoccupancy structures under TI 809-04. In the TI 809-04 immediate occupancy case (A)the reduction factor is increased to 3/4. The result, the design spectral response at shortperiods (SDS) is the final acceleration coefficient used in the design.

Levels of seismic concern are identified in the new code as the seismic design category.These are a function of the structure’s end use and the ground acceleration coefficient. Arough definition of the three possible use groups (I, II, and III) is as follows: Group III is anemergency treatment, an essential service structure or a structure containing potentiallyhazardous material; Group II is a high occupancy structure or non-essential utilities;;Group I is what is left. Table 2.8-5b indicates the seismic design categories for variousconditions.


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http://geohazards.cr.usgs.gov/eq/design/ibc/IBC1615-1us.pdf.




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Table 2.8-5. Site Factors and Seismic Design Categories.

(a) Site Factors (b) Seismic Design Category

Site SoilClass Type Ss < 0.25 Ss = 0.50 Ss = 0.75 Ss = 1.0 Ss > 1.25

A Hard Rock 0.8 0.8 0.8 0.8 0.8B Moderate Rock 1 1 1 1 1C Dense Soil, Soft Rock 1.2 1.2 1.1 1 1Dc Stiff Soil 1.6 1.4 1.2 1.1 1E Soft Soil, Clay 2.5 1.7 1.2 0.9 Note bF Fill and Other Note b Note b Note b Note b Note b

a Use straight line interpolation for intermediate values of mapped spectral accelerationb Site specific geotechnical investigation and dynamic site response analyses shall be performed to determine valuesc In lieu of geotechnical data and in cases where Site Class E or F are not expected, Site Class D shall be assumed.

Mapped Spectral Response Accel at Short Periods

Site Factor (Fa) Based on Site Class and MappedSpectral Response for Short Periods (Ss)a



0.50g<SDS D D D0.75g<S1

a E E FaS1 is Mapped Max Considered Spectral Response


Seismic Use Group

Vertical Force Component

It can be assumed that a vertical force component must be factored into the restraintanalysis for most situations. The vertical force to be used is

DSpv SF 2.0= (Eq. 2.8-8)

Force Tailoring Factors

In order to apply the above forces, there are additional factors that may be applicable,depending on the component being analyzed and the method of attachment used.

1) As with the 97 UBC, the forces obtained from the above equations are workingstrength figures. Because of this, the forces can be reduced by a factor of 1.4 whencomputing concrete anchorage loads (working stress-based ratings). It comes intoplay when evaluating connections using the older ASD (Allowable Stress Design) boltallowables, connections to timber with lag screws, or connections to concrete with postinstalled anchors.

2) Permitted design loads and the resulting stresses in the attachment hardware can beincreased by a factor of 1.33 for short-term wind and seismic load applications whenworking with working stress-based allowables.

3) Shallow embedment anchors must be sized to withstand 1.95 (or 1.3 x Rp (where Rpequals 1.5)) times the computed design load.

4) For mechanical or electrical equipment that is supported on vibration isolationsystems, the design lateral force shall be taken as 2 Fp .


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Consolidating the above into simple understandable equations, we get the following:

Using the previously determined design force Fp, steel bolt and fastener allowables as perLFRD, ASD and/or published post installed anchor allowables per ICBO

1) Rigid Equipment Connection via Through Bolts using the ASD Bolt Allowables:

Lateral Design Load = Fp / 1.4, but increase bolt allowables by multiplying by 4/3Vertical Design Load = Fpv / 1.4, but increase bolt allowables by multiplying by 4/3

2) Rigid Equipment Connection to Concrete with Post-Installed Anchors using ICBOAnchor Ratings (Non OSHPD Applications):

Increase all anchor allowables by multiplying by 4/3 in all cases.

Shallow embed anchors (< 8 dias)

Lateral Design Load = 1.95Fp / 1.4 Vertical Design Load = 1.95Fpv / 1.4

Standard embed anchors (>= 8 dias)

Lateral Design Load = 1.3Fp / 1.4Vertical Design Load = 1.3Fpv / 1.4

3) Rigid Equipment Connection to Concrete with Post Installed Anchors using ICBOSpecial Inspection Anchor Ratings (OSHPD Applications):





4) Rigid Equipment Connection to Wood with Lag Screws as rated per ASD:

Lateral Design Load = Fp / 1.4, but increase Lag Screw Allowables by 1.6Vertical Design Load = Fpv / 1.4, but increase Lag Screw Allowables by 1.6


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5) Isolated Equipment Connection via Through Bolts using the ASD Bolt Allowables:

Increase Bolt Allowables by multiplying by 4/3 in all cases.

Lateral Design Load = 2Fp / 1.4Vertical Design Load = 2Fpv / 1.4

6) Isolated Equipment Connection to Concrete with Post Installed Anchors using ICBOAnchor Ratings (Non OSHPD Applications):

Increase Anchor Allowables by multiplying by 4/3 in all cases.





7) Isolated Equipment Connection to Concrete with Post Installed Anchors using ICBOSpecial Inspection Anchor Ratings (OSHPD Applications):





8) Isolated Equipment Connection to Wood with Lag Screws as rated per ASD:

Increase Lag Screw Allowables by multiplying by 1.6 in all cases.

Lateral Design Load = 2Fp / 1.4Vertical Design Load = 2Fpv / 1.4


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Special Anchorage Requirements

With the exception of undercut anchors, expansion anchors shall not be used to attachnon-vibration isolated equipment rated at over 10 hp. Conventional wedge-type, post-installed anchors are acceptable for isolated equipment as long as they meet the loadrequirements as defined here.

For general guidance, when restraint is required with this code, FHS and FLSS isolatorsas well as 1/4” restraint cables will work for “at grade” applications in lower level (below1g) zones and with most equipment types. For equipment locations in more severe zonesand/or at higher elevations and the roof, particularly in higher seismic zones, it will likelybe necessary to use separate restraints (HS-5 or 7) or FMS isolator/restraints. If attachedto concrete, load spreader plates will be required.

For non-hazardous piping and ductwork at grade, a reasonable estimate of the restraintsrequired is (for piping) the total length of restrained pipe divided by 20 and (for ductwork)the total length of restrained duct divided by 15. For hazardous systems, the valueswould be about 2/3 of the above. For piping and duct at the roof, these spacings willdecrease to about half of the above values. For pipes over 6” diameter in all cases, cablesizes will increase to 3/8” and for pipes over 12” diameter, the size can increase to 1/2”.

In higher seismic areas, the use of anchor bolts will be heavily restricted, not onlybecause of severe limitations for their use on equipment over 10 hp, but also because offactors that dictate more severe design load magnitudes when they are used. The higherloads require larger anchors and the larger anchors require greater embedment depths. Ifan embedment depth of under 8 bolt diameters is required due to slab thicknesslimitations, the design load is again doubled and the idea of using concrete anchors canbe effectively eliminated. This leaves through-bolting through the slab as the only viableoption.

Unless housekeeping pads are monolithic to the floor slab, their added thickness cannotbe included in the embedment depth. Therefore, an anchor that penetrates a 6”housekeeping pad and extends 2” into the structural floor slab is considered to have anembedment depth of 2” instead of 8”. Significant pre-planning is needed to ensure thatthe problems that can result from these situations are adequately addressed.


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KINETICS™ Guide to Understanding NBCC Seismic for MEP




TABLE OF CONTENTS

Section TitleD2.9 – 1.0 IntroductionD2.9 – 2.0 Required Basic Project Information


D2.9 – 2.2 Building Use – Nature of Occupancy

D2.9 – 2.3 Site Class – Soil Type

D2.9 – 2.4 Spectral Response Acceleration Value at 0.2 Second

D2.9 – 2.5 Importance Factor for Earthquake Loads

D2.9 – 2.6 SummaryD2.9 – 3.0 Design Seismic Forces


D2.9 – 3.2 Lateral Design Seismic Force

D2.9 – 3.3 Basis of Design for NBCC 2005

D2.9 – 3.4 SummaryD2.9 – 4.0 General Exemptions and Requirements


D2.9 – 4.2 General Acceleration Based Exemption for MEP Components

D2.9 – 4.3 “Chandelier” Exemption

D2.9 – 4.4 Isolated vs. Rigidly Connected Components

D2.9 – 4.5 Design Horizontal Seismic Load Application

D2.9 – 4.6 Connection of MEP Components to the Building Structure

D2.9 – 4.7 Lateral Deflections of MEP Components

D2.9 – 4.8 Transfer of Seismic Restraint Forces

D2.9 – 4.9 Seismic Restraints for Suspended MEP Components & Hanger Rods







DOCUMENT:

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OTHER REFERENCED STANDARDSPAGE 1 OF 2 RELEASE DATE: 03/05/04

Other Referenced Standards

Several other standards and codes are frequently mentioned in specifications. A shortsummary of these standards, and their applicability, is presented in this section.

ASCE 7

ASCE 7, “Minimum Design Loads for Buildings and Other Structures,” published by theAmerican Society of Civil Engineers, is the basis for the seismic and wind load provisionsin most building codes. It has been adopted virtually word-for-word, and in the future willbe adopted by reference. Specifications occasionally refer to ASCE 7 for determining theloads, especially wind loads, on equipment or non-structural components. Forpreliminary, estimating purposes, this can be assumed to be identical to the 2000 IBCprovisions. Final design must explicitly consider the referenced standard and/orapplicable code.

OSHPD

OSHPD is the California Office of Statewide Health Planning and Development. It isresponsible for overseeing the design of hospitals and their contents within the state ofCalifornia. Outside of that narrow focus, OSHPD has no legal authority.

OSHPD has a pre-approval process for seismic restraints of equipment (as well as for theequipment itself). In order to gain pre-approval, a manufacturer submits drawings, loadtest results, and calculations for OSHPD that show the equipment seismic capacities andhow they were determined. OSHPD may approve the listed capacities, requestadditional information, or reject the submittal. Upon approval, the equipment can then beused in California hospitals, up to the loads listed on the drawings, without further reviewby OSHPD. The time required to obtain approval is currently up to three years aftersubmittal of the initial information. Note that a lack of “pre-approval” does not mean that apiece of equipment cannot be used in projects under OSHPD jurisdiction. Approval ofequipment for individual projects can be obtained by submitting similar information to theOSHPD office overseeing the particular project. The time required to obtain these one-time approvals is typically a few weeks.

A recent trend in specifications is to require OSHPD pre-approval for projects that do notfall under OSHPD jurisdiction. There are several reasons why this is not a good idea.First, OSHPD has no legal authority outside of hospitals in California. Therefore, theirpre-approval has no meaning and does not supply any extra “legitimacy” to the product.Second, there are no consistent standards for the data used to obtain OSHPD approval.The required test data and calculations vary widely depending upon the reviewer. Thus,OSHPD approval could mean that an extensive set of tests was performed, backed bynumerous calculations; alternatively, it could mean that a one-page letter listing thecapacities was submitted, or anything in between. Until consistent standards are applied,


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OTHER REFERENCED STANDARDSPAGE 2 OF 2 RELEASE DATE: 03/05/04

OSHPD approval has no more meaning than sales literature, other than for Californiahospitals.

SMACNA

The SMACNA (Sheet Metal and Air Conditioning Contractors’ National Association, Inc.)“Seismic Restraint Manual – Guidelines for Mechanical Systems” contains guidelines forthe restraint of ducts and piping. These guidelines do not replace the applicable buildingcode, but can be considered to be the “state of the practice” for seismic bracing of ductsand piping.

NFPA 5000

The NFPA 5000 (National Fire Protection Association) is an alternate building code. It iscurrently not adopted for use in any jurisdiction, although California has preliminarilyadopted it for the next round of code revisions in that state. Expect the provisions to bevery similar to the IBC.

FEMA

FEMA (Federal Emergency Management Agency) has produced several documentsintended to provide practical guidance for the installation of seismic restraints. Thedocuments are FEMA 412 (Installing Seismic Restraints for Mechanical Equipment),FEMA 413 (Installing Seismic Restraints for Electrical Equipment ), and FEMA 415(Installing Seismic Restraints for Ducts and Pipe). These manuals give detailedinstallation instructions, including numerous photographs and illustrations, and specifywhich types of restraints are appropriate for different conditions. They are meant to beused in the field by installers and, to a lesser extent, by designers looking for the correcttype of restraint. They are not design guides and give no information for selecting theappropriate size of restraints.

ASHRAE Practical Guide

The ASHRAE (American Society of Heating, Refrigerating and Air-ConditioningEngineers, Inc.) has produced “A Practical Guide to Seismic Restraint.” This guidecontains practical information about the building code requirements related to seismicrestraint and presents clarifying examples and calculation procedures. This is a veryuseful publication for understanding the code requirements and how both the letter andspirit can be followed.


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INTRODUCTION

The purpose of this guide is to provide design professionals, contractors, and building officials

responsible for the MEP, Mechanical, Electrical, and Plumbing, with the information and guidance

required to ensure that the seismic restraints required for a specific project are selected and/or

designed, and installed in accordance with the code provisions. This guide will be written in

several easily referenced sections that deal with specific portions of the code.

This guide is based on the National Building Code of Canada 2005 (NBCC 2005). The NBCC

2005 appears to be very different in the formulation of the design forces than the previous NBCC

1995 version. This document will be based entirely on the newer NBCC 2005 version.

1. National Building Code of Canada 2005; Canadian Commission on Building and Fire Codes

and National Research Council of Canada, 1200 Montreal RD, Ottawa, ON K1A 9Z9 Chapter

Division B – Part 4 Structural Design.

The selection and installation of the proper seismic restraints for MEP systems requires good

coordination with the design professionals and contractors involved with the building project. A

good spirit of cooperation and coordination is especially required for projects that have been

designated as post-disaster buildings, such as hospitals, emergency response centers, police and

fire stations. Coordination between the various design professionals and contractors will be a

constant theme throughout this guide. This coordination is vital for the following reasons.

1. The seismic restraints that are installed for a system can and will interfere with those of

another unless restraint locations are well coordinated.

2. The space required for the installed restraints can cause problems if non-structural walls

need to be penetrated, or other MEP components are in the designed load path for the

restraints.







3. The building end of the seismic restraints must always be attached to structure that is

adequate to carry the code mandated design seismic loads. It is the responsibility of the

structural engineer of record to verify this.







REQUIRED BASIC PROJECT INFORMATION


As with any design job, there is certain basic information that is required before seismic restraints

can be selected and placed. The building owner, architect, and structural engineer make the

decisions that form the basis for the information required to select the seismic restraints for the

pipe and duct systems in the building. This is information that should be included in the

specification and bid package for the project. It also should appear on the first sheet of the

structural drawings. For consistency, it is good practice to echo this information in the specification

for each building system, and on the first sheet of the drawings for each system. In this fashion,

this information is available to all of the contractors and suppliers that will have a need to know.

D2.9 – 2.2 Building Use – Nature of Occupancy [Sentence 4.1.2.1]1:

How a building is to be used greatly affects the level of seismic restraint that is required for the

MEP (Mechanical, Electrical, and Plumbing) components. In the NBCC 2005 the building use is

defined through the Importance Category, which ranges in four stages from Low to Post-Disaster.

Table 2-1 below summarizes the information found in Tables 4.1.2.1 of the NBCC 2005. The

nature of the building use, or its Occupancy Category, is determined by the building owner and the

architect of record.

1 References in brackets [Sentence 4.1.2.1 and Table 4.1.2.1] apply to sections, tables, and/or equations in theNational Building Code of Canada 2005.







Table 2-1; Importance Category vs. Building Use and Occupancy [Table 4.1.2.1]

ImportanceCategory Building Use or Nature of Occupancy

LowBuildings whose failure will present a low direct or indirect hazard to human lifeØ Low human occupancy buildings where structural collapse is unlikely to cause

injury or other serious consequences.Ø Minor storage buildings and structures.

Normal Buildings not listed as Importance Category Low, High, or Post-Disaster.

High

Buildings which are likely to be used in Post-Disaster situations as shelters, which willinclude the following building types:

Ø Elementary, middle, or secondary schools.

Ø Community centers.

Manufacturing and storage facilities which contain toxic, explosive, or hazardousmaterials in sufficient quantities to pose a hazard to the public is released, such as:

Ø Petrochemical facilities.Ø Fuel storage facilitiesØ Manufacturing and storage facilities for dangerous goods.

Post-Disaster

Buildings and structures which are designated as essential facilities which include butare not limited to:Ø Hospitals, emergency treatment facilities, and blood banks.Ø Emergency response facilities, fire, rescue, ambulance, and police stations,

housing for emergency response equipment, and communications facilitiesincluding radio and television, unless exempted by the jurisdiction havingauthority).

Ø Power generating stations and sub-stations.Ø Control centers for air land and marine transportation.Ø Water treatment, storage, and pumping facilities.Ø Sewage treatment facilities and buildings or structures required for national

defense.







D2.9 – 2.3 Site Class – Soil Type [Sentences 4.1.8.4.(2) and 4.1.8.1.(3)]:

The Site Class is related to the type of soil and rock strata that directly underlies the building site.

The Site Class ranges from A to F progressing from the stiffest to the softest strata. Table 2-2 lists

the various Site Classes and their corresponding strata.

Generally the structural engineer is responsible for determining the Site Class for a project. If the

structural engineer’s firm does not have a geotechnical engineer on staff, this job will be

contracted to a geotechnical firm. The site profile is normally obtained by drilling several cores on

the property. Unlike the U. S. building codes, there is no published default Site Class that may be

that can be substituted for the actual Site Class that is determined from soils testing performed at

the actual project location.

Table 2-2; Site Class vs. Soil Type [Table 4.1.8.4A]

Site Class Soil TypeA Hard RockB RockC Very Dense Soil & Soft RockD Stiff SoilE Soft Soil

F Liquefiable Soils, Quick Highly Sensitive Clays, Collapsible Weakly Cemented Soils, & etc.These require site-specific evaluation.

D2.9 – 2.4 Spectral Response Acceleration Value at 0.2 Second [Sentence 4.1.8.4.(1) andTable C-2]

The Spectral Response Acceleration Values at 0.2 Second, which are denoted as ( )20.aS , have

been determined for selected location in Canada and documented in the Canadian Journal of Civil

Engineering, Volume 10, Number 4, pp 670-680, 1983. These values for selected location in

Canada are presented in Table C-2 of the NBCC 2005, and are repeated for convenience below

in Table 2-3







Table 2-3; Spectral Response Acceleration Value at 0.2 Second for Selected Locations in Canada[Table C-2]

Province & Location Sa(0.2) Province & Location Sa(0.2) Province & Location Sa(0.2)

British Columbia ------ Masset 0.53 Langley 1.10100 Mile House 0.28 McBride 0.27 New Westminster 0.99Abbotsford 0.92 Mcleod Lake 0.18 North Vancouver 0.88Agassiz 0.67 Merrit 0.32 Richmond 1.10Alberi 0.75 Mission City 0.93 Surrey (88 Ave & 156 St.) 1.10Ashcroft 0.33 Montrose 0.27 Vancouver 0.94Beatton River 0.12 Nakusp 0.27 Vancouver (Granville & 41 Ave) 0.88Burns Lake 0.12 Nanaimo 1.00 Vernon 0.27Cache Creek 0.33 Nelson 0.27 Victoria Region ------Campbell River 0.62 Ocean Falls 0.38 Victoria (Gonzales Hts.) 1.20Carmi 0.28 Osoyoos 0.28 Victoria (Mt. Tolmie) 1.20Castlegar 0.27 Penticton 0.28 Victoria 1.20Chetwynd 0.24 Port Alberni 0.75 Williams Lake 0.28Chilliwack 0.73 Port Hardy 0.43 Youbou 1.00Comox 0.66 Port McNeill 0.43 Alberta ------Courtenay 0.65 Powell River 0.67 Athabasca 0.12Cranbrook 0.27 Prince George 0.13 Banff 0.24Crescent Valley 0.27 Prince Rupert 0.38 Barrhead 0.12Crofton 1.10 Princeton 0.42 Beaverlodge 0.13Dawson Creek 0.12 Qualicum Beach 0.82 Brooks 0.12Dog Creek 0.32 Quesnel 0.27 Calgary 0.15Duncan 1.10 Revelstoke 0.27 Campsie 0.12Elko 0.27 Salmon Arm 0.27 Camrose 0.12Fernie 0.27 Sandspit 0.56 Cardston 0.18Fort Nelson 0.12 Sidney 1.20 Claresholm 0.15Fort St. John 0.12 Smith River 0.52 Cold Lake 0.12Glacier 0.27 Smithers 0.12 Coleman 0.24Golden 0.26 Squamish 0.72 Coronation 0.12Grand Forks 0.27 Stewart 0.30 Cowley 0.20Hope 0.63 Taylor 0.12 Drumheller 0.12Kamloops 0.28 Terrace 0.34 Edmonton 0.12Kaslo 0.27 Tofino 1.20 Edson 0.15Kelowna 0.28 Trail 0.27 Embarras Portage 0.12Kimberley 0.27 Ucluelet 1.20 Fairview 0.12Kitimat Plant 0.37 Vancouver Region ------ Fort MacLeod 0.16Kitimat Townsite 0.37 Burnaby (Simon Fraser Univ.) 0.94 Fort McMurray 0.12Lilooet 0.60 Cloverdale 1.00 Fort Saskatchewan 0.12Lytton 0.60 Haney 0.97 Fort Vermilion 0.12Mackenzie 0.23 Ladner 1.10 Grande Prairie 0.12







Table 2-3 Continued; Spectral Response Acceleration Value at 0.2 Second for Selected Locations inCanada [Table C-2]


Alberta ------ Humboldt Bay 0.12 Selkirk 0.12Habay 0.12 Island Falls 0.12 Spit Lake 0.12Hardisty 0.12 Kamsack 0.12 Steinbach 0.12High River 0.15 Kindersley 0.12 Swan River 0.12Hinton 0.24 Lloydminster 0.12 The Pas 0.12Jasper 0.24 Maple Creek 0.12 Virden 0.12Keg River 0.12 Meadow Lake 0.12 Winnipeg 0.12Lac la Bishe 0.12 Melfort 0.12 Ontario ------Lacombe 0.12 Melville 0.12 Ailsa Craig 0.16Lethbridge 0.15 Moose Jaw 0.12 Ajax 0.22Manning 0.12 Nipawin 0.12 Alexandria 0.68Medicine Hat 0.12 North Battleford 0.12 Alliston 0.17Peace River 0.12 Prince Albert 0.12 Almonte 0.58Pincher Creek 0.19 Qu’ Appelle 0.12 Armstrong 0.12Ranfurly 0.12 Regina 0.12 Arnprior 0.64Red Deer 0.12 Rosetown 0.12 Atikokan 0.12Rocky Mountain House 0.15 Saskatoon 0.12 Aurora 0.19Slave Lake 0.12 Scott 0.12 Bancroft 0.26Stettler 0.12 Strasbourg 0.12 Barrie 0.16Stony Plain 0.12 Swift Current 0.12 Beaverton 0.16Suffield 0.12 Uranium City 0.12 Belleville 0.26Taber 0.12 Weyburn 0.23 Belmont 0.20Turner Valley 0.15 Yorktown 0.12 Big Trout Lake 0.12Valleyview 0.12 Manitoba ------ CFB Borden 0.16Vegreville 0.12 Beausejour 0.12 Bracebridge 0.18Vermilion 0.12 Boussevain 0.12 Bradford 0.18Wagner 0.12 Churchill 0.12 Brampton 0.26Wainwright 0.12 Dauphin 0.12 Brantford 0.24Wetaskiwin 0.12 Flin Flon 0.12 Brighton 0.25Whitecourt 0.12 Gimli 0.12 Brockton 0.40Wimborne 0.12 Island Lake 0.12 Burk’s Falls 0.21

Saskatchewan ------ Lac du Bonnet 0.12 Burlington 0.36Assiniboia 0.17 Lynn Lake 0.12 Cambridge 0.22Battrum 0.12 Morden 0.12 Campbellford 0.23Biggar 0.12 Neepawa 0.12 Cannington 0.17Broadview 0.12 Pine Falls 0.12 Carleton Place 0.52Dafoe 0.12 Portage la Prairie 0.12 Cavan 0.20Dundurn 0.12 Rivers 0.12 Centralia 0.14Estevan 0.15 Sandilands 0.12 Chapleau 0.12









Ontario ------ Grimsby 0.40 Mattawa 0.51Chatham 0.20 Guelph 0.21 Midland 0.15Chesley 0.13 Guthrie 0.16 Milton 0.30Clinton 0.13 Haileybury 0.29 Milverton 0.15Coboconk 0.18 Haldimand (Caledonia) 0.34 Minden 0.19Cobourg 0.24 Haldimand (Hagersville) 0.29 Mississauga 0.31Cochrane 0.21 Haliburton 0.21 Mississauga (Port Credit) 0.32Colborne 0.24 Halton Hills (Georgetown) 0.25 Mitchell 0.14Collingwood 0.14 Hamilton 0.33 Moosonee 0.15Cornwall 0.67 Hanover 0.13 Morrisburg 0.63Corunna 0.14 Hastings 0.23 Mount Forest 0.15Deep River 0.66 Hawkesbury 0.65 Nakina 0.12Deseronto 0.27 Hearst 0.12 Nanticoke (Jarvis) 0.26Dorchester 0.19 Honey Harbour 0.15 Nanticoke (Port Dover) 0.23Dorion 0.12 Hornepayne 0.12 Napanee 0.28Dresden 0.18 Huntsville 0.20 New Liskeard 0.29Dryden 0.12 Ingersoll 0.19 Newcastle 0.22Dunnville 0.35 Iroquois Falls 0.21 Newcastle (Bowmanville) 0.21Durham 0.14 Jellicoe 0.12 Newmarket 0.19Dutton 0.20 Kapuskasing 0.14 Niagara Falls 0.41Earlton 0.26 Kemptville 0.60 North Bay 0.29Edison 0.12 Kenora 0.12 Norwood 0.22Elmvale 0.15 Killaloe 0.48 Oakville 0.35Embro 0.18 Kincardine 0.12 Orangeville 0.18Englehart 0.25 Kingston 0.30 Orillia 0.16Espanola 0.12 Kinmount 0.19 Oshawa 0.21Exeter 0.14 Kirkland Lake 0.24 Ottawa 0.66Fenelon Falls 0.18 Kitchener 0.19 Owen Sound 0.13Fergus 0.18 Lakefield 0.20 Pagwa River 0.12Forest 0.14 Lansdowne House Leamington 0.20 Paris 0.22Fort Erie 0.40 Lindsay 0.18 Parkhill 0.15Fort Erie (Ridgeway) 0.39 Lion’s Head 0.15 Parry Sound 0.16Gananoque 0.31 London 0.18 Pelham (Fonthill) 0.40Geraldton 0.12 Lucan 0.16 Pembroke 0.66Glencoe 0.19 Maitland 0.41 Penetanguishene 0.15Goderich 0.12 Markdale 0.14 Perth 0.39Gore Bay 0.12 Markham 0.22 Petawawa 0.66Graham 0.12 Martin 0.12 Peterborough 0.20Gravehurst (Muskoka Airport) 0.17 Matheson 0.22 Petrolia 0.16









Ontario ------ Temagami 0.30 Beauport 0.60Pickering (Dunbarton) 0.23 Thamesford 0.18 Bedford 0.60Picton 0.26 Thedford 0.14 Beloeil 0.67Plattsville 0.18 Thunder Bay 0.12 Brome 0.42Point Alexander 0.66 Tillsonburg 0.20 Brossard 0.68Port Burwell 0.21 Timmins 0.17 Buckingham 0.68Port Colborne 0.38 Timmins (Porcupine) 0.19 Campbell’s Bay 0.67Port Elgin 0.12 Toronto (Metropolitan) ------ Chambly 0.67Port Hope 0.23 Etobicoke 0.26 Chicoutimi 0.62Port Perry 0.19 North York 0.24 Chicoutimi (Bagotville) 0.63Port Stanley 0.20 Scarborough 0.24 Chicoutimi (Kenogami) 0.62Prescott 0.44 Toronto 0.26 Coaticook 0.41Princeton 0.20 Trenton 0.25 Contrecoeur 0.66Raith 0.12 Trout Creek 0.25 Cowansville 0.48Rayside-Balfour (Chelmsford) 0.14 Uxbridge 0.19 Deux-Montagnes 0.68Red Lake 0.12 Vaughan (Woodbridge) 0.24 Dolbeau 0.31Renfrew 0.63 Vittoria 0.21 Drummondville 0.50Richmond Hill 0.22 Walkerton 0.13 Farnham 0.59Rockland 0.66 Wallaceburg 0.18 Fort-coulonge 0.67Sault Ste. Marie 0.12 Waterloo 0.19 Gagon 0.12Schreiber 0.12 Watford 0.16 Gaspé 0.22Seaforth 0.14 Wawa 0.12 Gatineau 0.68Simcoe 0.22 Welland 0.40 Gracefield 0.62Sioux Lookout 0.12 West Lorne 0.20 Granby 0.48Smith Falls 0.42 Whitby 0.21 Harrington-Harbour 0.12Smithville 0.40 Whitby (Brooklin) 0.20 Harve-St-Pierre 0.33Smooth Rock Falls 0.19 White River 0.12 Hemmingford 0.68South River 0.23 Wiarton 0.12 Hull 0.68Southhampton 0.12 Windsor 0.18 Iberville 0.66St. Catharines 0.41 Wingham 0.13 Inukjuak 0.12St. Mary’s 0.16 Woodstock 0.19 Joliette 0.63St. Thomas 0.20 Wyoming 0.15 Jonquiére 0.62Stirling 0.25 Québec ------ Kuujjuaq 0.12Stratford 0.16 Acton-Vale 0.45 Kuujjuarapik 0.12Strathroy 0.17 Alma 0.59 La-Malbaie 2.30Sturgeon Falls 0.23 Amos 0.17 La-Tuque 0.29Sudbury 0.15 Asbestos 0.37 Lac-Mégantic 0.40Sundridge 0.22 Aylmer 0.67 Lachute 0.64Tavistock 0.17 Baie-Comeau 0.66 Lennoxville 0.38









Québec ------ Richmond 0.38 New Brunswick ------Léry 0.70 Rimouski 0.63 Alma 0.27Loretteville 0.63 Rivière-du-loup 1.10 Bathhurst 0.41Louisevilee 0.63 Roberval 0.43 Campbellton 0.39Magog 0.38 Rock-Island 0.42 Chatham 0.41Malartic 0.21 Rosemère 0.68 Edmundston 0.41Maniwaki 0.66 Rouyn 0.20 Fredericton 0.39Masson 0.66 Salaberry-de-Valleyfield 0.69 Gagetown 0.34Matane 0.68 Schefferville 0.12 Grand Falls 0.42Mont-Joli 0.62 Senneterre 0.20 Moncton 0.30Mont-Laurier 0.66 Sept-Îles 0.37 Oromocto 0.36Montmagny 0.89 Shawinigan 0.58 Sackville 0.25Montréal Region ------ Shawville 0.67 Saint John 0.34

Beaconsfield 0.69 Sherbrooke 0.37 Shippagan 0.34Dorval 0.69 Sorel 0.65 St. Stephen 0.66Laval 0.68 St-Félicien 0.31 Woodstock 0.41

Montréal 0.69 St-Georges-de-Cacouna 0.98 Nova Scotia ------Montréal-Est 0.68 St-Hubert 0.68 Amherst 0.24

Montréal-Nord 0.69 St-hubert-de-Temiscouata 0.64 Antigonish 0.19Outremont 0.69 St-Hyacinthe 0.59 Bridgewater 0.23Pierrefonds 0.69 St-jean 0.69 Canso 0.24St-Lambert 0.69 St-Jérôme 0.64 Debert 0.22St-Laurent 0.69 St-Jovite 0.63 Digby 0.26

Ste-Anne-de-Bellevue 0.69 St-Nicolas 0.59 Greenwood (CFB) 0.25Verdun 0.69 Ste-Agathe-des-Monts 0.59 Halifax Region ------

Nicolet (Gentilly) 0.64 Sutton 0.44 Dartmouth 0.23Nitchequon 0.12 Tadoussac 0.84 Halifax 0.23Noranda 0.20 Témiscaming 0.59 Kentville 0.24Percé 0.20 Thetford Mines 0.35 Liverpool 0.24Pincourt 0.69 Thurso 0.63 Lockeport 0.26Plessisville 0.45 Trois-Rivières 0.64 Louisburg 0.22Port-Cartier 0.46 Val-d’Or 0.22 Lunenburg 0.23Povungnituk 0.22 Varennes 0.68 New Glasgow 0.18Québec City Region ------ Verchères 0.67 North Sydney 0.19

Ancienne-Lorette 0.60 Victoriaville 0.43 Pictou 0.18Levis 0.58 Ville-Marie 0.33 Port Hawkesbury 0.21

Québec 0.59 Waterloo 0.41 Springhill 0.24Sillery 0.58 Windsor 0.36 Stewiacke 0.22

Ste-Foy 0.59 ------------------------------- ------ Sydney 0.20








Province & Location Sa(0.2) Province & Location Sa(0.2)

Nova Scotia ------ Echo Bay / Port Radium 0.12Tatamagouche 0.19 Fort Good Hope 0.15Truro 0.21 Fort Providence 0.12Wolfville 0.25 Fort Resolution 0.12Yarmouth 0.23 Fort Simpson 0.12

Prince Edward Island ------ Fort Smith 0.12Charlottetown 0.19 Hay River 0.12Souris 0.15 Holman 0.12Summerside 0.19 Inuvik 0.12Tignish 0.22 Mould Bay 0.35

Newfoundland ------ Norman Wells 0.51Argentia 0.18 Rae-Edzo 0.12Bonavista 0.17 Tungsten 0.51Buchans 0.15 Yellowknife 0.12Cape Harrison 0.24 Nunavut ------Cape Race 0.20 Alert 0.12Channel-Port aux Basques 0.15 Arctic Bay 0.18Corner Brook 0.14 Arviat / Eskimo Point 0.18Gander 0.16 Baker Lake 0.12Grand Bank 0.18 Cambridge Bay 0.12Grand Falls 0.15 Chesterfield Inlet 0.16Happy Valley-Goose Bay 0.15 Clyde River 0.50Labrador City 0.12 Coppermine 0.12St. Anthony 0.15 Coral Harbour 0.24St. John’s 0.18 Eureka 0.33Stephenville 0.14 Iqaluit 0.13Twin Falls 0.12 Isachsen 0.40Wabana 0.12 Nottingham Island 0.24Wabush 0.12 Rankin Inlet 0.12

Yukon ------ Resolute 0.35Aishihik 0.26 Resolution Island 0.44Dawson 0.54 ------------------------------- ------Destruction Bay 0.73 ------------------------------- ------Snag 0.61 ------------------------------- ------Teslin 0.19 ------------------------------- ------Watson Lake 0.45 ------------------------------- ------Whitehorse 0.22 ------------------------------- ------

Northwest Territories ------ ------------------------------- ------Aklavik 0.18 ------------------------------- ------







D2.9 – 2.5 Importance Factor for Earthquake Loads [Sentence 4.1.8.5 and Table 4.1.8.5]:

The Importance Factor for Earthquake Loads ( EI ) for the building is assigned based on the

Importance Category of the building. It may be prudent to request both the assigned Importance

Category and the Importance Factor for Earthquake Loads. The Importance Factor for Earthquake

Loads may be specified more stringently than the Importance Category of the building would

indicate in order to artificially provide increased protection for the building and its contents. The

Importance Factor for Earthquake Loads is assigned as shown in Table 2-4

Table 2-4; Importance Factor for Earthquake Loads by Importance Category [Table 4.1.8.5]

Importance CategoryImportance Factor for Earthquake Loads

EI

Low 0.8Normal 1.0

High 1.3Post-Disaster 1.5


The following parameters will be required by the design professionals having responsibility for

MEP systems in a building, and should be determined by the structural engineer of record.

1. Importance Category: This defines the building use and specifies which buildings are

required for emergency response or disaster recovery.

2. Spectral Response Acceleration Value at 0.2 Second: This is used to determine the actual

Lateral Design Seismic Force.

3. Importance Factor for Earthquake Loads: This is a numerical value that translates the

building usage into the Lateral Design Seismic Force used to design and/or select seismic







restraints for non-structural components. This value used in conjunction with the Spectral

Response Acceleration Value at 0.2 Second will determine whether seismic restraints are

required for non-structural components or not.

These parameters should be repeated in the specification and drawing package for the particular

system, mechanical, electrical, or plumbing, in question.




DESIGN SEISMIC FORCESPAGE 1 of 4 D2.9 – 3.0



DESIGN SESIMIC FORCES


The code based horizontal seismic force requirements for MEP systems and components are

either calculated by the seismic restraint manufacturer as a part of the selection and certification

process, or may be determined by the design professional of record for the MEP systems under

consideration.

This is an informational section. It will discuss the code based horizontal seismic force demand

equations and the variables that go into them. This discussion will provide a deeper understanding

for the designer responsible for selecting the seismic restraints for MEP systems and their

components and the nature of the seismic forces and the factors that affect them.

D2.9 – 3.2 Lateral Design Seismic Force [Sentence 4.1.8.17.(1)]1:

The seismic force is a mass, or weight, based force, and as such is applied to the MEP

component at its center of gravity. Keep in mind that the earthquake ground motion moves the

base of the building first. Then the motion of the building will accelerate the MEP component

through its supports and/or seismic restraints. The lateral seismic force acting on an MEP

component will be determined in accordance with the following set of equations from NBCC 2005.

PPE).(aaP WSISF.V 2030= Equation 3-1

Where:

PV = the Lateral Design Seismic Force

aF = the acceleration based site coefficient. Values for this coefficient are given in Table 3-1 based

on the site class. Linear interpolation between these values is permitted.

1 References in brackets [Sentence 4.1.8.17.(1)] apply to sections, tables, and/or equations in the National Building Codeof Canada 2005.







EI = the Importance Factor for Earthquake Loads for the building. See Section D2.9 – 2.5 of this

guide.

PS = the horizontal force factor for the non-structural component and its anchorage to the building.

PW = the weight of the non-structural component.

The value for PS is computed in the following fashion.

P

xrPP R

AACS = Equation 3-2

Where:

PC = the seismic coefficient for mechanical and electrical equipment. These values are given per

component category in Table 3-2.

rA = the response amplification factor used to account for the type of attachment of the

mechanical or electrical component to the building listed by component category in Table 3-2.

xA = the amplification factor at the elevation of the component attachment point in the building. It

is used to account for the increasing flexibility of the building from grade level to roof level.

PR = the element or component response modification factor listed by component category in

Table 3-2.

xA is computed as follows.

+=

n

xx h

hA 21 Equation 3-3

Where:

xh = the elevation of the attachment point to the structure of the non-structural component.







nh = the elevation of the roof line.

The values for PS must remain within the following limits.

0470 .S. P ≤≤ Equation 3-4

Table 3-1; Acceleration Based Site Coefficient, aF [Table 4.1.8.4]

Spectral Response Acceleration Value at 0.2 Second(Linear Interpolation Is Permitted)Site

ClassSa(0.2) 0.25 Sa(0.2) = 0.50 Sa(0.2) = 0.75 Sa(0.2) = 1.00 Sa(0.2) 1.25

A 0.7 0.7 0.8 0.8 0.8B 0.8 0.8 0.9 1.0 1.0C 1.0 1.0 1.0 1.0 1.0D 1.3 1.2 1.1 1.1 1.0E 2.1 1.4 1.1 0.9 0.9F These values to be determined by site response analysis.

D2.9 – 3.3 Basis of Design for NBCC 2005 [Sentences 4.1.3.1.(1a), 4.1.3.2.(4), 4.1.3.2.(6),4.1.3.2.(7), and 4.1.3.2.(8) and Table 4.1.3.2]:

The design of seismic restraints in the NBCC 2005 is based on the Ultimate Limit State. This limit

state is used for design when life safety is at issue to prevent building or system collapse. This

design basis along with the prescribed loads for earthquake design will produce results which are

consistent with LRFD design techniques. Therefore; LRFD allowable loads may be used for the

design and selection of seismic restraints for MEP components.


This section has provided an insight into the way in which the seismic design forces for MEP

systems and components are to be computed. It is generally not necessary for a designer to







actually run the computations for the seismic design forces. These forces are normally computed

by the manufacturer of the seismic restraint devices as part of the selection and certification

process to ensure that the proper components are selected per the code and the specification.

Table 3-2; Seismic Coefficient, Response Amplification Factor, and Response Modification FactorNBCC 2005 [Table 4.1.8.17]

Category Non-Structural Component PC rA PR

7 Suspended light fixtures with independent verticalsupport 1.00 1.00 2.50

11 Machinery, fixtures, equipment, ducts, and tanks(including contents): ----- ------ ------

That are rigidly connected. 1.00 1.00 1.25 That are flexible or flexibly connected. 1.00 2.50 2.50

12

Machinery, fixtures, equipment, ducts, and tanks(including contents) containing toxic or explosivematerials, materials having a flash point below38°C or firefighting fluids:

----- ------ ------

That are rigidly connected. 1.50 1.00 1.25 That are flexible or flexibly connected. 1.50 2.50 2.50

13Flat bottom tanks (including contents) that areattached directly to the floor at or below gradewithin a building.

0.70 1.00 2.50

14

Flat bottom tanks (including contents) that areattached directly to the floor at or below gradewithin a building that contain toxic or explosivematerials, materials that have a flash point below38°C or firefighting materials.

1.00 1.00 2.50

15 Pipes, ducts, cable trays (including contents) 1.00 1.00 3.00

16 Pipes, ducts, cable trays (including contents)containing toxic or explosive materials. 1.50 1.00 3.00

17 Electrical cable trays, bus ducts, conduits. 1.00 2.50 5.00

18 Rigid components with ductile material andConnections. 1.00 1.00 2.50

19 Rigid components with non-ductile material orConnections. 1.00 1.00 1.00

20 Flexible components with ductile material andConnections. 1.00 2.50 2.50

21 Flexible components with non-ductile material orConnections. 1.00 2.50 1.00







GENERAL EXEMPTIONS AND REQUIREMENTS


The National Building Code of Canada has limited exemptions for MEP components written in to

it. The SMACNA Seismic Restraint Manual – Guidelines for Mechanical Systems, 2nd Edition with

Addendum No. 1, 1998; is not directly referenced in the NBCC. Therefore, it is safe to assume

that any exemptions in the SMACNA manual that have been previously taken are no longer

allowed.

There are, however, some general exemptions for MEP components which will be covered in this

section. Along with the exemptions, this section will the requirements for flexible/flexibly connected

(isolated) components, direction of seismic design force application, structural connections,

deflections, transfer of seismic forces to the building structure, and hanger rods for MEP

components.

D2.9 – 4.2 General Acceleration Based Exemption for MEP Components [Sentences 4.1.8.1,and 4.1.8.17.(2)]1

Sentence 4.1.8.1 is a general exemption for building, and also applies to those buildings that have

been assigned to the Importance Category classified as Post Disaster. The deflections and loads

due to earthquake motion as specified in Sentence 4.1.8.17, do not apply to MEP Components

when 12020 .S ).(a ≤ . Under this condition seismic restraints will not be required for MEP

components.

The next general exemption is found in Sentence 4.1.8.17.(2) and applies to buildings that have

been assigned to Importance Categories Low, Normal, and High. Section 2.9 – 3.0 of this guide

1 References in brackets [Sentence 4.1.8.17.(2)] apply to sections, tables, and/or equations in the National Building Codeof Canada 2005.







covered the seismic design forces specified by the NBCC. The basic acceleration term multiplying

the weight (mass) of the MEP component is ).(aaE SFI 20 . This term includes the importance of the

building, the effects of the ground upon which the project is being built, and the expected

horizontal acceleration produced by the design earthquake for the project location. This general

exemption for MEP components is based on the value of this term. If 35020 .SFI ).(aaE < , then MEP

components that fall into categories 7 through 21 in Table 3-2 of this guide do not require seismic

restraint for buildings assigned to Importance Categories Low, Normal, and High.

D2.9 – 4.3 “Chandelier” Exemption [Sentence 4.1.8.17.(13)]

This exemption does not read exactly as the companion exemption in the International Building

Code (IBC); see Kinetic’s Guide to Understanding IBC Seismic for MEP, Section D2.1 – 4.5. So,

for clarity it will be directly quoted below.

Isolated suspended equipment and components, such as pendant lights, may be designed as a

pendulum system provided that adequate chains or cables capable of supporting 2.0 times the weight of

the suspended component are provided and the deflection requirements of Sentence 4.1.8.17.(11) are

satisfied.

D2.9 – 4.4 Isolated vs. Rigidly Connected Components [Sentence 4.1.8.17.(4)]:

The NBCC basically says that MEP components that can be defined by Categories 11 and 12 in

Table 3-2 of this Guide are to be treated as flexible/flexibly connected (isolated) components. If,

however, the fundamental period of the component and its connections to the building structure

can be shown to be less than or equal to 0.06 second, it mat be treated as though it were a rigid

or rigidly connected component.







D2.9 – 4.5 Design Horizontal Seismic Load Application [Sentence 4.1.8.17.(7)]:

The design horizontal seismic loads are to be applied in the direction the results in the most

critical loading for the MEP component and its attachment to the structure. This will ensure that

the most conservative design and selection of seismic restraints for the MEP component has been

made.

D2.9 – 4.6 Connection of MEP Components to the Building Structure [Sentence4.1.8.17.(8)]:

Connections for the MEP components to the building structure must be designed to resist gravity

loads, meet the requirements of Sentence 4.1.8.1 of the NBCC, and also satisfy the following

additional requirements.

1. Friction due to gravity loads may not be used to resist seismic forces.

2. The PR value for non-ductile fasteners such as adhesives, powder shot pins, and other power

actuated fasteners must be taken as 1.0.

3. Shallow embedment anchors, shallow expansion, chemical, epoxy, or cast-in-place, are

those whose embedment depth to nominal diameter ratio is less than 8:1. For these types of

anchors the value for PR shall be taken as 1.5.

4. Drop in anchors and power actuated fasteners, such as powder shot pins, are not to be used

in tensile applications.

D2.9 – 4.7 Lateral Deflections of MEP Components [Sentence 4.1.8.17.(10)]:

The lateral deflections based on design horizontal seismic force specified the Sentence

4.1.8.17.(1), see Section D2.9 – 3.0 of this guide, need to be multiplied by a factor of EP IR to

yield more realistic values for the anticipated deflections. The values of PR and EI are used to







artificially inflate the loads to ensure the selection of seismic restraints and attachments that will

meet the Post-Disaster criteria.

D2.9 – 4.8 Transfer of Seismic Restraint Forces [Sentence 4.1.8.17.(11)]:

This provision is intended to engender co-operation between the MEP design professionals and

the structural engineering professionals. It is basically saying that the MEP components and their

attachments to the building structure must be designed in such away that they do not transfer any

loads to the structure that were not anticipated by the structural engineer. This means that the

MEP design professionals must inform the structural engineer of the anticipated dead loads and

seismic restraint forces at the restraint attachment points as soon as the MEP component

selections have been finalized. Conversely, the structural engineer needs to make him or her self

available to the MEP design professionals to work out issues surrounding the seismic loads and

the attachment points for the seismic restraints used for the MEP components.

D2.9 – 4.9 Seismic Restraints for Suspended MEP Components & Hanger Rods [Sentence4.1.8.17.(12)]:

The seismic restraints for suspended MEP equipment, pipes, ducts, electrical cable trays, bus

ducts, and so on, must meet the force and displacement conditions of Sentence 4.1.8.17, and be

designed in such away that they do not place the hanger rods in bending.


The exemptions and requirements outlined in this section are intended to assist the MEP design

professionals and contractors in planning their project contribution efficiently. Also, they help

define the limits of responsibility for each MEP design profession and trade.






PAGE:

D3.0

TABLE OF CONTENTS (Chapter D3)PRODUCT/DESIGN OVERVIEW RELEASE DATE: 04/13/04

CHAPTER D3

PRODUCT/DESIGN OVERVIEW

TABLE OF CONTENTS

The 10 Biggest Problems Contractors Deal with when Installing D3.1Seismic Restraints

Cables vs Struts used for Ceiling Mounted Pipe/Duct/Conduit Restraint D3.2

When to Use Combination Isolators/Restraints D3.3

When to Use Separate Isolators/Restraints D3.4

High Capacity Restraint Configurations D3.5

Hybrid Isolators/Restraints (FMS) D3.6

Roof Mounted Equipment Applications D3.7


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www.kineticsnoise.com/SeismicBook/Pdfs/D3/D3.1 - 10 biggest problems.pdf

www.kineticsnoise.com/SeismicBook/Pdfs/D3/D3.1 - 10 biggest problems.pdf

www.kineticsnoise.com/SeismicBook/Pdfs/D3/D3.2 - Cables vs Struts.pdf

www.kineticsnoise.com/SeismicBook/Pdfs/D3/D3.2 - Cables vs Struts.pdf

www.kineticsnoise.com/SeismicBook/Pdfs/D3/D3.3 - When to use combination restraints.pdf

www.kineticsnoise.com/SeismicBook/Pdfs/D3/D3.3 - When to use combination restraints.pdf

www.kineticsnoise.com/SeismicBook/Pdfs/D3/D3.4 - When to use separate restraints.pdf

www.kineticsnoise.com/SeismicBook/Pdfs/D3/D3.4 - When to use separate restraints.pdf

www.kineticsnoise.com/SeismicBook/Pdfs/D3/D3.5 - High Capacity Restraint Configurations.pdf

www.kineticsnoise.com/SeismicBook/Pdfs/D3/D3.5 - High Capacity Restraint Configurations.pdf

www.kineticsnoise.com/SeismicBook/Pdfs/D3/D3.6 - Hybrid Isolator-Restraint FMS.pdf

www.kineticsnoise.com/SeismicBook/Pdfs/D3/D3.6 - Hybrid Isolator-Restraint FMS.pdf

www.kineticsnoise.com/SeismicBook/Pdfs/D3/D3.7 - Roof Mtd Equip Applications.pdf

www.kineticsnoise.com/SeismicBook/Pdfs/D3/D3.7 - Roof Mtd Equip Applications.pdf




DOCUMENT:

D3.1

10 BIGGEST SEISMIC INSTALLATION PROBLEMSPAGE 1 OF 6 RELEASE DATE: 8/18/04

The 10 Biggest Problems Contractors Deal With When InstallingSeismic Restraints

General

(1) Knowing When Restraint is RequiredLarge areas of the country are now being forced to include some kind of seismicrestraint due to the adoption of the IBC Code and its more stringent seismic designrequirements. This is particularly true for emergency treatment centers, essentialservice structures, or facilities that contain some form of hazardous materials. Thereare only two significant areas of the country completely exempted by code fromrestraint requirements: a belt running generally northward from western Texas toMinnesota and the tip of the Florida Peninsula. The code will require some level ofrestraint (at least in critical facilities) at most other locations.

Even for non-critical facilities, the IBC Code will usually require some form of restraintin the following regions: New England, the south central US (in a band severalhundred miles wide from Charleston, South Carolina to a point about 150 miles west ofMemphis, Tennessee) and everywhere west of the Rocky Mountains.

Increasingly, customers will specify some form of restraint to ensure continuedoperation of a facility or in an effort to reduce insurance premiums, even in areaswhere the IBC code does not require restraint. It is critical that specs for individualprojects be fully understood in this regard.

The IBC Code is quickly becoming the code of the land. Since FEMA has targetedcompliance with seismic standards as critical, it should be assumed that some form ofseismic compliance will be required before a final occupancy permit is issued for anystructure built in the above areas.

Anchorage Issues

(2) Equipment Location in the BuildingResearch has shown that the force generated in a building increases as one risesthrough the structure. Surprisingly, the total height of the structure is not as importanta factor as is the location of equipment in that structure relative to the roof. The IBCCode addresses this condition by requiring that the design used when specifyingequipment anchorage includes forces that increase by a factor of 3 as equipmentlocations move upward from grade to the roof.

To the designer and installation contractor, this means that sturdier equipment isrequired along with a significantly more robust anchorage system. In relatively low-level seismic areas, this requirement is often insignificant, but in seismically activeareas it can add substantial cost and can significantly impact the design of the


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DOCUMENT:

D3.1


equipment, structure, and restraint system. Common devices frequently used in thepast will no longer be suitable and more exotic devices are needed. In extreme cases,major design changes are necessary to meet the new force requirements.

It is most cost effective to locate heavy equipment at lower levels within the buildingenvelope wherever feasible. If heavy equipment is to be located on upper floors (or onthe roof of even a one-story building) in an area with potentially high seismicaccelerations, addressing seismic issues early can avoid costly delays, significantredesign, and possible retrofit.

(3) Anchorage to ConcreteConcrete has long been identified as a weak point when used in areas exposed toseismic events. The addition of anchorage holes in the concrete provides locations forstress cracks to develop. These cracks open up and allow conventional anchors toeasily pull out. Because of the requirement to withstand cyclic pounding during anevent, wedge-type or other special seismically rated anchors are required. Approvedanchors have been tested and carry an ICBO rating based on test results. Theseratings vary by size and by anchor manufacturer. It is critical that the restraint systemdesign specifies a particular anchor by size and source and that the anchor usedconforms to this specification.

New code requirements mandate that undercut anchors are to be used for10 horsepower and greater equipment that is hard mounted. At the time of this writing,the only viable undercut anchor available in the United States is the HILTI HDA-P or–T series anchors. These are metric, but they can interface well with imperial-basedmounting holes. About 25% more labor time should be assumed for their installationbecause of the undercut requirement. Detailed installation instructions are available inICBO report ER-5608. This document can easily be downloaded from the Internet forreference.

In addition, the ratings allowed for anchors in seismic applications are considerablyless than ratings for similar-sized A307 bolts. If the equipment being restrained isisolated, the shock caused by the motion of the equipment pounding against restraintsnubbers is more likely to damage brittle anchors than it is to damage the more ductileA307 bolts. To account for this, an additional factor must be applied to the load whenusing anchors for the final attachment to concrete. The net result is that equipmentusing A307 through bolts for attachment have a considerably higher seismic ratingthan does equipment attached with the same sized post-installed anchors.

The code severely penalizes applications where the embedment depth is less than 8anchor bolt diameters (i.e., 4 inches for a ½ inch anchor). Since anchors must beembedded in a monolithic slab, the thickness of the concrete beneath the equipmentoften becomes the factor that limits the anchor size. Since there should be at least 1inch of cover over the end of an anchor, the minimum slab thickness for a ½ inch


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diameter anchor should not be less than 5 inches. If more capacity is required, eithera thicker slab or an array of several ½ inch anchors would be required to obtain anappropriate rating.

Similar to embedment restrictions, anchor spacing and edge distance issues can alsosignificantly reduce the anchorage capacity. Care should be taken to allow sufficientedge distances to attain full-rated anchor capacities. Where arrays of anchors areused to develop sufficient capacity, it must be verified that sufficient slab area exists toensure that these minimum dimensions are not violated.

It is still common to find designs that require equipment located high up in buildings inseismically prone areas to be anchored to concrete. In many cases a review of theinstallation shows that this configuration cannot meet code requirements. In thesecases, the options are typically limited to one of three things. 1) Add a steelattachment structure that ties into the building steel, 2) design an appropriate framethat allows significantly more anchors to be placed over a larger area, 3) bolt theequipment down using bolts that go through the floor (or roof deck) and which includea backer or “fish” plate on the underside of the slab.

(4) Concrete Housekeeping Pads, Curbs, and PiersA frequent solution used to obtain a reasonable embedment depth for larger diameteranchors is to add a housekeeping pad. This practice increases the slab thickness inthe area where the seismic anchors are fitted. As previously mentioned, it is a coderequirement that anchors be embedded in a monolithic pour. This requires that eitherthe pad be poured concurrent with the structural floor slab and the combined thicknessmeets the requirement (not likely), or that a separate pad is added that isindependently thick enough to meet the requirement (more common).

The housekeeping pad must be adequately reinforced and doweled with sufficientconnections to ensure that it will neither shatter nor come loose from the floor during aseismic event. Even with larger (and deeper) anchors at the restraint locations, it isthe normal practice to attach most housekeeping pads to the structural floor slabbeneath it using a large array of smaller (and shallower) anchors. All suchhousekeeping pads should be designed based on the seismic application. KineticsNoise Control can offer design tables and general details for this purpose.

Concrete curbs or piers are occasionally included on roof decks to aid in flashing theroofing material while leaving a support point for equipment. Where these are used,size becomes critical as the minimum edge distance and anchor spacing limitsfrequently dictate a pier considerably wider than might otherwise be expected. Forexample, if a hard-mounted piece of equipment is being attached to several piersusing (1) ½ inch anchor centered on each pier, the minimum edge distance for anHILTI HDA-P is 7-3/8inch. This means that the minimum pier size would be 2 x 7-3/8


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or 14-3/4 inches square. If using a plate with (4) ½ inch anchors per pier, theminimum anchor-to-anchor spacing (for ½ inch anchors) is 14-3/4 inches and thus theminimum size of the pier becomes 29-1/2 inches square.

(5) Equipment Durability and Interfacing Support MembersEquipment qualification is a new issue being addressed in the IBC. The codeindicates that if any piece of equipment is used in a seismically active area, it shouldbe capable of withstanding the design seismic forces for that area (as defined by theground acceleration and basic building and foundation parameters) and continue tooperate. In the past this was not a requirement. The equipment manufacturer shouldbe advised that the equipment is going into a seismically active area and should bemade aware of the seismic forces applicable to the particular piece of equipment,including the elevation in the structure. In turn, the equipment manufacturer shouldprovide the installation contractor with appropriate documents ensuring that theequipment is suitable for the application.

Frequently, the equipment is qualified as if it were to be hard mounted to a slab orother support structure. The dynamic loads in this case are considerably less thanthose used if the equipment is isolated and setting on several independent restraints.If this is the case, the contractor should make a note of it. Some form of rigid framemay be required in cases where the equipment is equipped with light structuralconnection locations to prevent damage that may result from high twisting or bendingloads generated by directly connected isolators/restraints. The equipmentmanufacturer can best advise if a frame is needed (as they are the only ones whoreally know how the equipment is built) and they should indicate the need for a frame ifrequired.

(6) Restraint of Tall, Narrow, Floor mounted EquipmentTall, narrow pieces of equipment can be difficult to restrain, particularly if isolated.Because the restraint points at the floor are relatively close together, small motions atthe floor result in large motions at the top of the equipment. In addition, small lateralforces acting on the equipment’s CG generate large uplift forces at the restraint points.Where possible, this equipment should be restrained to a wall, braced with a framethat has a relatively wide base, or set on top of an inertia mass to shift the CGdownward. Another option is to use cable restraints to limit lateral motion (if cablerestrained, the restraints must tie to the same surface as the equipment mountingfeet).

Top-heavy equipment can be a particular problem outdoors (where wind effects cancause wild gyrations) or when mounted on relatively high-deflection springs (whichoffer little resistance to rocking loads).


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Piping/Duct Issues

(7) Not Enough Room to Fit RestraintsThe most frequent issue that comes up relative to the restraint of piping, duct, or otherceiling-mounted systems is that there is often not enough room for restraints if therestraints are arranged in the conventional fashion. Lateral restraints often interferewith walls, other duct or piping systems, or equipment. Creativity is oftentimes requiredto arrange restraints in ways that can fit. For example, on a trapeze, lateral restraintcables can be arranged in an “X” instead of in a “V” or can be grouped together on onehanger rod instead of having one on each end of the trapeze. In some cases,attaching to a wall may be better than attaching to the ceiling. Typical details showinga broad variety of options can be obtained from Kinetics Noise Control.

In many cases, knowing the requirements concerning restraint locations which can beused to resist forces for two or more different runs can save a significant number ofrestraints and reduce the difficulty of installation simply by reducing the quantity ofrestraints required.

(8) Mixing Cables and StrutsWhen arranging restraints along a run, cables and struts cannot be mixed. Thus agiven run must be either all cable or all strut. Both have advantages anddisadvantages that should be understood. When using cables, each restraint pointrequires that at least two cables be fitted. As a trade-off, the cables do not loadhanger rods in tension and concerns about tensile forces in the hanger rods need notbe addressed. When using struts, only one strut is required at each restraint location.Struts do, however, load hanger rods in tension and frequently require that largerhanger rods be fitted or that the spacing between adjacent restraints be reduced toone-half or one-quarter of that allowed for cables.

Cables are the preferred method of restraint if the piping or duct system is isolated.

If the hanger rod length becomes excessive, a reinforcement member is required onthe hanger rod to prevent buckling of the hanger when subjected to large seismicforces. This is required for both cable or strut restraint systems.

Tables and design information for installation of both cable and strut systems areavailable from Kinetics Noise Control.

(9) Adherence to the 12” Hanger Rod or the Small Duct or Pipe Exception RulesIf installing a system tight to the ceiling to take advantage of the 12 inch hangerexclusion rule, the 12 inch dimension is measured from the top of the pipe or duct ifthe duct or pipe is individually supported without a trapeze bar. If supported by atrapeze, the 12 inch dimension is from the top of the trapeze bar. In all cases, the


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measurement is from the uppermost attachment point to the structure.

All supports for a given run must comply with the above to apply the 12” rule.

An additional requirement of the 12 inch rule is that the hanger rod must include a non-moment generating (free-swinging) connection to the structure. This is to allow thepipe or duct to swing without stressing the hanger rod. A swivel or isolation hangercan accomplish this function. If using an isolation hanger, a vertical limit stop must bepositioned on the hanger rod just below the isolator housing. Thus when subjected toan uplift load, the limit stop will come into contact with the isolator housing and preventsignificant upward motion of the rod.

If supporting a trapeze, the largest pipe or duct on the trapeze must be used todetermine if the run can be considered for exclusion. (Note: The older codes onlyallowed individually supported pipes or ducts to be eligible for exclusion using the sizeor 12 inch rule. There is no such limitation in the IBC Code.)

(10) Axial Restraint of Thermally Expanding/Contracting PipingIt can be a challenge to axially restrain pipes that must be allowed to expand orcontract due to thermal considerations. It is often possible to install a lateral restraintat a short dogleg or at the adjacent leg at the beginning or end of a run. As long asthese are located within 24 inches of the centerline of the run, which is to be axiallyrestrained, this is permitted.

The addition of flex joints or expansion fittings between independently restrainedsegments of a run allows the individual segments to be restrained in a moreconventional fashion.

Where growth or shrinkage is expected, no more than one axial restraint is to be usedfor a given run of pipe unless some form of expansion compensation joint is fittedbetween the restraints.

A double roller (one top, one bottom) is needed to transfer upward forces generated bythe restraint acting on the pipe back into the supporting hanger rod when rollersupported pipes are directly braced to the ceiling with cables or struts. When pipesare mounted on trapezes and the trapeze is fitted with a roller, bracing the trapeze willnot axially restrain the pipe.

The bracket fitted to the pipe to which the restraint connects must be either welded tothe pipe or sufficiently clamped to allow transfer of the full restraint force. If the pipe isinsulated, a hardened area or welded saddle must be used that is strong enough tomeet the seismic design needs.


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D3.2

CABLE vs STRUTS IN SEISMIC RESTRAINT APPLICATIONSPAGE 1 OF 1 RELEASE DATE: 3/30/04

CABLE vs STRUTS IN SEISMIC RESTRAINT APPLICATIONS

CAUTION

Caution must be exercised when restraining overhead piping, ductwork, or equipment withstruts or rigid braces as an alternate to cable. Although they look similar, the two restraintmethods behave very differently in practice.

Component sizes, restraint spacing, and support hardware that may have been specifiedfor cable restrained systems can be grossly undersized if struts are substituted.

The reason for this is that when the seismic force pushes the restrained componenttoward a strut, the strut must absorb the load in compression. This puts additional, oftensignificant, tensile load into the hanger rod. This is unavoidable!

This does not occur in cable-restrained systems since cables cannot be loaded incompression. In cable-restrained systems, hanger rods are not subjected to these addedtensile loads. This is also unavoidable!

Struts should never be used to restrain a system that has had its support hangerrods and anchorage sized strictly on weight.

More detailed information on this subject is available in the Duct, Pipe, Conduit andSuspended Equipment sections of this manual.


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DOCUMENT:

D3.3

WHEN TO USE COMBINATION ISOLATOR/RESTRAINTSPAGE 1 OF 1 RELEASE DATE: 04/13/04

When to Use Combination Isolator/Restraints

Most isolated equipment can be restrained independently of resilient supports or bydevices that include both resilient support and seismic restraint capabilities. There arepros and cons to using combined elements. Identified in this section are those occasionswhen combination restraints will offer benefits over separate components.

1) Cost is typically the biggest benefit of combination isolator/restraints. 90% of the time,a combination device will be less costly than separate elements. 10% of the time therewill be a large enough mismatch between the capabilities of the combined componentand the demands of the application that breaking the two elements apart and selectingindependent components can actually save money.

For example, a typical rating for a seismically rated isolator might be 1g. This meansthat it is designed to withstand a lateral seismic force that is approximately equal to itssupport capacity (using the largest spring coil for which the unit is designed). In someapplications, however, only a .5g restraint capacity (the horizontal load requirement ishalf the vertical load) is actually needed. Also in some of these applications, the weightis such that the actual spring used is toward the smaller end of the isolator’ s capacityrange. When these occur simultaneously, the combination isolator/restraint used mighthave a capacity well in excess of what is needed (possibly 5 to 10 times). This addedcapacity costs money.

2) Space is also an issue that is most efficiently addressed using a combination device. Acombination restraint/isolator will take up about the same amount of room as a stand-alone isolator. Thus the need for added space to locate separate restraints iseliminated.

3) Alignment is usually simpler with combination restraints as there are fewer componentsto align.

4) When restraints and resilient elements are separated, the force generated by the springcan and does, when exposed to seismic activity, act on the restraint and its anchorage.This can greatly reduce the restraint system’ s capacity. Most combinationisolator/restraint components are designed to “ trap” all spring forces within the isolatorhousing itself. This keeps added tensile forces out of the anchorage and, as a result,the effective restraint capacity of the system can be higher than would be obtained fromcombination elements.

5) If the equipment is mounted on a raised platform the ability to add connection points forindependent restraints is often not present. In these cases the isolator componentmust include the restraint feature.


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DOCUMENT:

D3.4

WHEN TO USE SEPARATE ISOLATOR/RESTRAINTSPAGE 1 OF 1 RELEASE DATE: 04/13/04

When to Use Separate Isolator/Restraints

As mentioned in the previous section, most isolated equipment can be restrainedindependently of resilient supports or by devices that include both resilient support andseismic restraint capabilities. This document will focus on those applications whereindependent isolators and restraints are preferable to combined units. Below are listedreasons for using separate support and restraint hardware.

1) Probably the most common reason for using separate restraints is for applicationsinvolving high level seismic applications. Typical combined isolator/restraint units aredesigned for a particular lateral force as compared to their weight. For example, a 1grated seismic isolator will laterally restrain a force approximately equal to the load it willsupport.

Today’ s applications, however, involve applications where possibly as many as 4 or 5g’ s might be required. The selection of combined isolator/restraint components thatcan work in this range is extremely limited. In these applications, independentisolators appropriate for the support load and snubbers appropriate for the lateralseismic load are often the most attractive alternative.

2) Anchorage is also an issue that can drive the need for separate restraints. Low profilerestraints will typically withstand a higher lateral load than will high profile combinationisolator/restraints. Where anchorage is critical it can frequently be optimized by usingseparate elements.

3) Access, adjustment, and visibility are frequently cited as conditions that makeseparated isolator/restraint elements preferable. In most combination devices theability to “ see” that there is clearance quickly and easily is questionable at best.Normally clearance is assured by shaking the unit, but sometimes this is not practical.Sometimes (but not always) with separate elements, this clearance can be “ viewed”from a distance.

4) Depending on the installation, the support locations on the structure or the connectionsto the equipment are not rugged enough to withstand the seismic loads. In thesecases, restraints can be relocated to areas where there is adequate capacity in theequipment and structure to ensure a good seismic load path.

5) Lastly, occasionally the equipment geometry or weight will make it possible to usefewer restraints if they are located remotely. For example, bases that are supportedon 4 isolators and use 2 restraints are not uncommon.


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D3.5

HIGH-CAPACITY RESTRAINT CONFIGURATIONSPAGE 1 OF 1 RELEASE DATE: 04/13/04

High-Capacity Restraint Configurations

Beginning with the adoption of the 97 UBC code and later with the new IBC code, seismicdesign loads have increased dramatically. Applications where large pieces of equipmentare located high in structures and, in particular, where they are anchored to concrete havebecome significantly more difficult to address.

Some of the factors driving this are 2:1 increase factors for isolated equipment attached toconcrete, 3:1 or 4:1 increase factors for equipment located at rooftop levels, and higherbasic design acceleration values.

These high design forces not only add to the shear load on equipment anchors but alsogreatly increase tensile (or uplift) loads. The tensile loads result from overturning factorson both the equipment and on the restraint itself. While there is often little that can bedone with regard to equipment geometry, the location of the equipment in the structure, orthe material to which it is attached, improvements can be made in the restraint tominimize tensile loads developed in its attachment anchors.

The need to do this is critical as the allowable tensile capacities of concrete anchors arevery low compared to either their allowable shear loads or the tensile capacities ofequivalent through bolts. This results in a significant penalty in capacity when usingconcrete anchors. In addition, the required embedment depth for larger anchors (often 6to 10 inches) makes their use impractical (or even impossible) for a wide range ofprojects.

When the restraints are mounted by concrete anchors, the interaction between the tensileand shear forces applied to the anchor simultaneously dramatically reduces its ability towithstand a lateral load. This reduction is highly dependent on the height of the snubberelement above the base of the restraint. For example, a restraint with the snubberelement located 10 inches off the floor will resist only about ¼ of the lateral load thanwould an identical restraint with the snubber element located 2 inches off the floor.

As a result, especially if attaching to concrete, efforts should be made to keep the restraintelement as close to the floor (or mounting surface) as possible.

Common older designs for seismically rated isolators have the restraint element locatedabove the spring coil. The capacities on these units are greatly reduced in concreteanchorage applications and for critical areas they should be avoided.

A few combination isolator/restraints have the restraint relocated to the base, with the coilabove. The FMS is Kinetics Noise Control’ s version of this type of seismically ratedassembly.


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DOCUMENT:

D3.6

HYBRID ISOLATORS / RESTRAINTS (FMS)PAGE 1 OF 6 RELEASE DATE: 4/13/04

Hybrid Isolators / Restraints (FMS)

Hybrid Isolator/Restraints have been developed as an answer to many of the problemsencountered in serving the widely ranging requirements present in applications today.These components reflect a major shift from past isolator designs in look, ease ofinstallation, performance, and flexibility. They are the result of a rethink of today’ sisolation/restraint requirements and a “ back to the drawing board” approach to design.

FMS 2-Coil Seismically Rated Spring Isolator

The Model FMS Seismically Rated Restraint/Vibration Isolator has been developed byKinetics Noise Control using these techniques. It is a modularized system that can beused as an independent restraint device or as a seismically rated vibration isolatorassembly. It is comprised of a restraint module and an optional vibration isolation module.This modular design allows the engineer to design for seismic or wind forces independentof the load and deflection requirements of the vibration isolator. The independent vibrationisolation module can be varied extensively using laterally stable springs compliant withASHRAE guidelines.

The restraint portion of the FMS is available in a wide range of capacities. Vibrationisolation components are available with a full complement of capacities up to 20,000pounds and in deflections of 1 through 4 inches. Key to the flexibility of the FMS is theability to select the restraint module independent of the vibration isolator load anddeflection requirement. This ensures a custom, no-compromise fit for restraint andvibration control. Using these features, the FMS can be optimized to a wide range ofapplications.


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NEOPRENE LOAD CAPSPRING COIL(S)

ADJUSTMENT NUT

SPRING CAP

HANGER ROD

UPPER RESTRAINT HOUSING

LOWER RESTRAINT HOUSING

TOP NEOPRENERESTRAINT ELEMENT

LOWER NEOPRENERESTRAINT ELEMENT

LATERAL NEOPRENERESTRAINT ELEMENT

RESTRAINT CLEARANCE

ISOLATION ELEMENT

RESTRAINT ELEMENT

LOCKING SCREW

FMS Section (Typical)

Offered here is a summary of the FMS isolator/restraint system. Its features, benefits,and best applications as well as potential limitations will be addressed. While hybridisolators, and the FMS in particular, are well suited to many applications, as with anything,they won’ t work everywhere.

The initial FMS concept was to shift the seismic snubbing element as close to the floor ormounting surface as possible. As discussed earlier in this chapter, shifting the snubbingsurface to an elevation close to the mounting surface greatly increases the seismic forcethat the restraint can absorb. On the FMS, this was taken to the extreme such that alllateral loads are absorbed in a snubber element fit directly into the base mounting plate.This unique design minimizes (virtually eliminates) the vertical load componentstransmitted into the anchors or other attachment hardware. As a result, considerablyhigher seismic ratings are possible versus older, more conventional designs using similarsized connection hardware.

Shown below are load diagrams that illustrate the impact that shifting the snubbing pointfrom the top of the restraint to the bottom has on the anchor loads.


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Anchor Load Reactions

A consequence of moving the restraint element to the bottom of the isolator is that thespring moves to the top. This allows the use of an open spring design where the spring iscompletely visible for inspection and totally accessible for adjustment. Unlike mostconventional isolators, the top adjustment nut can be adjusted with a ratchet or powerimpact-type tool if desired.

ImpactWrench

Easy Adjustment Access

The use of a hanger rod as a pendulum offers a couple of less obvious benefits as well.First, the isolator becomes inherently stable with the hanger rod “ wanting” to return to avertical position rather than “ wanting” to drift off to one side or the other. This reduces thelikelihood of vibration “ shorts” in the snubbing element. In addition, a pendulum in thislength range has a much lower natural frequency than could be expected from laterallydeflecting a coil. This offers a benefit in isolation efficiency.


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A second benefit of relocating the coil to the top of the snubber is that it can be easilychanged. This is true not only in service, but also during the design phase. Within thelimitations of the restraint housing top area, a wide variation of 1, 2, and 4 inch deflectioncoils can be fit onto the same restraint element. This flexibility allows the user to custom“select” isolator/restraint combinations that could range from as little as ¼ g to as much as10 g’ s

Coils with Different Deflections on the Same FMS Restraint Housing

Not only is it possible to vary capacity or deflection on a given restraint component, but itis also possible to significantly increase the capacity through the use of multiple coils ifthis is appropriate for the application.

Multiple Coil Options Used on the Same Restraint Housing

Restraint housing components are available in 8 sizes with horizontal force capacityratings ranging from 1,000 lb up to 70,000 lb.

Standard isolation elements are available in 1, 2, and 4 inch deflections with supportcapacities ranging from 35 to 23,000 lb.


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Application

Because of the extreme design flexibility of the modular concept, Kinetics Model FMSSeismic Restraint/Vibration Isolators can be used effectively for large, heavy pieces ofequipment in highly active seismic or wind-prone areas as well as for more commonapplications in less active areas without financial consequence. The FMS is ideal forequipment mounted on structural frames or concrete inertia bases. As with any seismicrestraint or vibration isolation device, direct mounting to light pieces of equipment may notbe possible without an intermediate frame.

Because of the limited vertical travel and near constant operating height, the FMS isolatoris excellent for use on cooling towers, chillers, boilers, or other equipment where thepotential for wide weight variations during service is anticipated.

Typical Application Details

Pump-Mounted Inertia Base Application

Structural Fan Base Application


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Chiller Mounting Arrangement

SEISMICALLY RATED FMS MODULEFDS TYPE

ISOLATORUNITS

Cooling Tower Support Rail (FMS used as Restraint with FDS Isolator Modules)

Limitations

The FMS Isolator/Restraint uses a flange for attachment to the supported equipment. Assuch, it is not directly applicable to the underside of equipment mounting feet. In addition,the restraint element and support center for the isolation coil is offset from the flangemounting surface. This generates a moment force at the mounting flange that must beabsorbed by the supported equipment or cross member.

Both of the above issues can be addressed through the use of an intermediate crosssupport member (frame or beam) that is designed to absorb these additional momentsand has provisions for the attachment of the equipment.


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DOCUMENT:

D3.7

ROOF-MOUNTED EQUIPMENT APPLICATIONSPAGE 1 OF 2 RELEASE DATE: 4/13/04

Roof-Mounted Equipment Applications

Mounting and seismically restraining equipment on the roofs of structures has alwaysrequired special treatment. Today, with the advent of multipliers based on the elevation ofequipment within the structure, these connections have become even more critical as wellas more difficult.

Depending on the code used, a multiplier of 2, 3, or 4 is applied to the seismic designforce level at the ground level before applying it to roof-mounted equipment. This is truewhether or not the structure involved has one story or 100. These high forces must beeffectively transferred to what is often a relatively light structure and the entirearrangement must be weatherproofed. In most coastal regions of the country, hurricane-force winds must also be withstood. Often the forces generated by these winds issignificantly higher than the seismic design forces.

When working with roof-supported systems it is important to be aware, and to make thoseresponsible for the structure’ s design aware, of the issues regarding equipment restraintas early as possible. It is not uncommon, particularly on concrete roofs, to come acrosssituations where conventional anchorage does not work. To be more specific, largediameter anchors are frequently required to achieve the needed capacity. These largediameter anchors require significant embedment (as much as 10 inches) into a contiguous(uninterrupted) concrete slab. It is rare that this much concrete exists on the roof andwhen it does not the addition of this much additional concrete would overload thestructure.

Under these conditions, through bolts with backer plates, although not ideal, are the onlyviable option.

Narrow concrete perimeter roof curbs also pose significant problems in that they willtypically not allow enough edge distance to properly install seismically rated anchors. Forseismic applications, these should be avoided.

Large penetrations in concrete roof decks for ducts or the like can also result in awkwardsituations in placing anchors. As much as possible, openings should be held away fromthe interior edge of the roof curb by at least 12 inches

For optimum performance dedicated steel structural members should be used to supportlarge pieces of equipment. These can be located above or below the roof deck, but in anycase must have an interface to which the equipment can be directly connected. Formaximum capacity a welded connection between these members and the supportedequipment is frequently desirable. Particular caution should be exercised in this area toensure that twisting moments, which can be put into this structure by loads applied to thesupported equipment, are adequately addressed.


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D3.7

ROOF MOUNTED EQUIPMENT APPLICATIONSPAGE 2 OF 2 RELEASE DATE: 4/13/04

Under some less heavily loaded conditions seismic connections to sheet metal roofdecking may be possible. Under no circumstances, however, should seismic connectionsto sheet metal decking be attempted without a complete review of the application,appropriate reinforcement, and adequate connection capacity between the decking andstructural roof support members.

See also later sections of this manual relating to curb-mounted equipment for moredetailed information.

A frequent design issue with roof-mounted equipment fit with seismic restraints is that lightwinds tend to push the equipment against the seismic snubber. This can result in a minorshort, decreasing isolator performance. To avoid this condition a perimeter wind barrieraround the equipment or a soft wind cushion element that can minimize theseoccurrences is recommended.


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PAGE:

D4.0

TABLE OF CONTENTS (Chapter D4)APPLYING RESTRAINT CAPACITY RATINGS RELEASE DATE: 10/1/03

CHAPTER D4

APPLYING RESTRAINT CAPACITY RATINGS

TABLE OF CONTENTS

ASD (Allowable Stress Design) vs LRFD (Load and Resistance D4.1Factor Design)

Horizontal/Vertical Seismic Load Capacity Envelopes (Constant) D4.2

Horizontal/Vertical Seismic Load Capacity Envelopes (Variable) D4.3

Force Class for Hanging Piping, Ductwork, Conduit and Equipment D4.4

Force Class Load Determination Sample (Tables 1 and 1a) D4.5

Maximum Restraint Spacing, Offset, and Drop Length (Tables 2 and 3) D4.6

Hanger Rod, Rod Stiffener, and Strut Tables (4a, 4b, and 4c) D4.7

Cable and Anchorage Ratings (Tables 5 and 5a) D4.8

Force Class Examples D4.9


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www.kineticsnoise.com/SeismicBook/Pdfs/D4/D4.1 ASD vs LRFD.pdf

www.kineticsnoise.com/SeismicBook/Pdfs/D4/D4.1 ASD vs LRFD.pdf

www.kineticsnoise.com/SeismicBook/Pdfs/D4/D4.2 Load Capacity Envelope Constant.pdf

www.kineticsnoise.com/SeismicBook/Pdfs/D4/D4.2 Load Capacity Envelope Constant.pdf

www.kineticsnoise.com/SeismicBook/Pdfs/D4/D4.3 Load Capacity Envelope Variable.pdf

www.kineticsnoise.com/SeismicBook/Pdfs/D4/D4.3 Load Capacity Envelope Variable.pdf

www.kineticsnoise.com/SeismicBook/Pdfs/D4/D4.4 - Force Class for Hanging Pipe etc.pdf

www.kineticsnoise.com/SeismicBook/Pdfs/D4/D4.4 - Force Class for Hanging Pipe etc.pdf

www.kineticsnoise.com/SeismicBook/Pdfs/D4/D4.5 - Force Class Load Determination Sample.pdf

www.kineticsnoise.com/SeismicBook/Pdfs/D4/D4.5 - Force Class Load Determination Sample.pdf

www.kineticsnoise.com/SeismicBook/Pdfs/D4/D4.6 - Max Restraint Spacing etc.pdf

www.kineticsnoise.com/SeismicBook/Pdfs/D4/D4.6 - Max Restraint Spacing etc.pdf

www.kineticsnoise.com/SeismicBook/Pdfs/D4/D4.7 - Hanger Rod, Rod Stiffener etc.pdf

www.kineticsnoise.com/SeismicBook/Pdfs/D4/D4.7 - Hanger Rod, Rod Stiffener etc.pdf

www.kineticsnoise.com/SeismicBook/Pdfs/D4/D4.8 - Cable and Anchorage Ratings.pdf

www.kineticsnoise.com/SeismicBook/Pdfs/D4/D4.8 - Cable and Anchorage Ratings.pdf

www.kineticsnoise.com/SeismicBook/Pdfs/D4/D4.9 - Force Class Examples.pdf

www.kineticsnoise.com/SeismicBook/Pdfs/D4/D4.9 - Force Class Examples.pdf




DOCUMENT:

D4.1

ASD vs LRFD DesignPAGE 1 OF 2 RELEASE DATE: 9/17/04

ASD (ALLOWABLE STRESS DESIGN) vs LRFD (LOAD ANDRESISTANCE FACTOR DESIGN)

There are two systems used for the analysis of loads in structures. Both have been usedsuccessfully, but there are reasons that one may be preferred over the other for particularsituations.

Currently, the building codes that govern the factors used in the design of seismiccomponents are migrating from one system to the other. Because there is a significantdifference between the two, factors need to be introduced on some occasions to properlycompare design forces and component capacities.

The two systems are ASD (Allowable Stress Design) and LRFD (Load and ResistanceFactor Design).

ASD (Allowable Stress Design)

ASD has been used historically for determining forces and assigning capacities torestraints, materials, anchors and other critical items. It is also commonly referred to as“Working Stress Design”.

When using the ASD system, factors are applied to lower the peak allowable strengths ofthe hardware or materials used on a project to the point that, when subjected to peakdesign loads, a cushion is built into the materials for safety. Thus, if a component isdetermined to be able to withstand a tensile load of 1400 lb without failure, in the ASDworld, it will be rated at only 1000 lb.

The same basic logic is also applied to the loads. The forces used for design in thissystem are “working” loads. While these are the biggest loads normally expected, they donot include extra factors intended to address unknowns, compounded loads and otheruncommon occurrences. It is assumed that the safety factor in the materials can addressthese items.

Thus both the loads and the strengths of the materials are reduced to a level that iscommonly referred to as the “Working Stress Based”.

LRFD (Load and Resistance Factor Design)

LRFD is used on the newer codes and is more commonly being used in identifyingmaterial or component capacities as well. It is also commonly referred to as “WorkingStrength Design”.

When using the LRFD design principles, the factors applied to the materials are small ornon-existent. The LRFD capacity listed can be assumed to be all that you will get.


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DOCUMENT:

D4.1

ASD vs LRFD DesignPAGE 2 OF 2 RELEASE DATE: 9/17/04

The forces that are generated by LRFD computations are similarly not reduced. Everyeffort is made to identify the worst case conditions and load combinations and as a result,there are factors applied to the loads to anticipate these conditions that are not included inthe ASD world.

As a result, both the forces and the material capacities used for LRFD computations arehigher than those used with ASD. This is commonly referred to as the “Workng StrengthBased”.

For purposes of our calculations, it is possible to directly compare working strength toworking stress values by introducing a factor of 1.4. Thus if we go back to our originalmaterial example, the material rated at 1000 lb tensile strength using ASD factors, wouldbe rated at 1400 lb using LRFD.

Applicability

Currently the BOCA, SBC, and NBC (Canada) codes are ASD based. The 97 UBC, IBCand TI-809-04 Codes are LRFD based. There are multiple reasons that the codes havemoved toward the LRFD. Probably the primary one however, is that it has been felt theloads and load combinations can be more accurately portrayed with LRFD factors thanthey can with ASD factors.

Unfortunately, there is currently a situation where some materials or hardware are rated inASD based units and some in LRFD based units. In addition, as mentioned above, someof the codes have forces in ASD units and some in LRFD units. The differences betweenthe values are too big to ignore and it is critical that anyone involved in comparing values,sizing components or specifying designs must have a good grasp of this and know at alltimes, what values he is working with.

Kinetics Noise Control currently performs most analyses on individual pieces ofequipment using ASD units. This is because many of the hardware and materialallowables are still in those units and because of the need to deal with many codes, wehave preferred to standardize. In general, for areas where it is not clear which units mightbe used, it will be noted on KNC documentation. For example, on the standardizedcertification document that we generate, the seismic design forces listed at the top areclearly indicated to be in ASD units.

On the other hand, Kinetics Noise Control produced piping and duct design tables are inLRFD units. Again, on each of the documents produced, LRFD units are indicated.LRFD has been used here as primary because these are relatively new tables and as thecodes are heading in that direction, it seemed appropriate to adopt that system.


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DOCUMENT:

D4.2

HORIZ / VERT SEISMIC LOAD ENVELOPES (CONSTANT)PAGE 1 OF 3 RELEASE DATE: 9/17/04

HORIZONTAL/VERTICAL SEISMIC LOADCAPACITY ENVELOPES (CONSTANT)

All seismically rated restraints that resist both horizontal and vertical loads and that areprovided by Kinetics Noise Control represent their seismic capacity with a load envelopediagram. The vertical axis of the diagram is the vertical capacity of the restraint. Thehorizontal axis of the diagram is the horizontal capacity of the restraint. The area inbetween represents the maximum capacity for applications that have combined verticaland horizontal load components. Most applications involve combination of these forces.For restraints that resist horizontal loads only, a single number identifies their capacity.

For all seismic restraints and for most seismically rated isolators, the seismic capacity isindependent of the load that the isolator might support. In some cases, however, the loadbeing supported by the isolator can increase of decrease its seismic rating. This sectionaddresses only those isolators where the restraint capacity is unaffected by the load.

Note: The load supported does not impact the capacity of most seismically rated isolators.Any seismically rated component that has its capacity illustrated as in the diagrams beloware of the “constant” capacity type. If the seismic rating is load sensitive, the capacitydiagrams will be more complex. Refer to section D4.3 for more information on these andon how to use the load diagrams appropriate to them.

On most diagrams, there are two curves. One represents the capacity of the restraintwhen through bolted and/or welded. This can also be assumed to be the capacity limit ofthe restraint device itself.

The other curve indicates the capacity of the restraint if bolted to concrete. This will beequal to or less than the through bolted capacity and it includes reductions that addressthe limitations that must be applied to anchors when the restraint is attached “as is” to aconcrete slab. It should be noted that the concrete anchorage capacity can increase up tothe limit of the through bolted capacity with the addition of optional oversized base platesand significantly larger anchors.

In some cases, a “family” of isolators or restraints may be identified on the same diagram.If this is the case, each curve will be labeled as to which family member it represents andwhere appropriate, both anchored to concrete and through bolted values will be shown.

In addition, not all components are intended to be anchored to concrete. If it is notappropriate for the given component, no associated curve will be published for it.

A typical set of curves is shown below.


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DOCUMENT:

D4.2


HORIZONTAL FORCE LBS X 1000

0

10

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LBS

X 1

000

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ANCHORED TO CONCRETE

BOLTED ED TO STEEL

To use the diagram, the required capacity at the various restraint (or attachment) pointsfor the application must be known (or computed). There are a number of ways to obtainthese values. Some of these can be fairly simple but give very conservative values.Some are more complicated, but may substantiate the use lighter weight attachmenthardware. As part of a standard seismic analysis for given piece of equipment, KineticsNoise Control provides these values for particular applications. ASHRAE offers guidanceon alternate ways of computing these forces and there could well be other ways to do itthat result in reasonable answers.

Some caution must be exercised though, as it is not as simple as dividing the total seismicforce by the number or isolators to get a force per isolator (See also Section D1.3 of thismanual).

Once the vertical and horizontal restraint capacity necessary has been determined, thesevalues should be plotted on the diagram using the vertical force component for they-variable and the horizontal force component for the x-variable. Shown below is adiagram with capacity requirement of 3500 lb vertical and 750 lb horizontal plotted on it.For our purposes, we will assume that the parameters used to calculate these values are“through bolted” parameters. (When using these charts, because the actual computedload requirement can vary depending on whether the final connection is to steel orconcrete, it is critical to ensure that the load requirement used is appropriate to theanchorage type being considered. [Concrete anchorage forces compares to concreteallowables and through bolted forces compare to bolted allowables])

Note that the point falls between the “Anchored to Concrete” and “Bolted to Steel” curves.Because the point is inside the “Bolted to Steel” curve, this indicates two things. 1) Therestraint itself is adequate for the application and, 2) if the application involves through


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DOCUMENT:

D4.2


bolting the restraint to the structure, the restraint can be successfully applied “as is”.

If the point had fallen outside of the “Bolted to Steel” curve, the restraint device wouldhave been inadequate in size for the application and a restraint with higher capacity wouldhave to be selected.

If the force had been computed using “Anchored to Concrete” parameters, because thepoint falls outside of the anchored to concrete curve, it indicates that if connecting toconcrete using post installed anchors, the restraint cannot be used “as is”. Since it doesfall inside the “Bolted to Steel” curve however, it indicates that it could be fitted with anoversized baseplate and more (or larger) anchor bolts. If this oversized baseplate is sizedto resist these forces, it offers a viable attachment option. Details on selecting anadequate oversized baseplates can be found in the Floor and Wall Mounted EquipmentChapter, Section D5.2.


0

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BOLTED ED TO STEEL

If the point had fallen inside of the “Anchored to Concrete” curve, the restraint could havebeen used “as is” in the anchored to concrete application.


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DOCUMENT:

D4.3

HORIZ/VERT SEISMIC LOAD ENVELOPES (VARIABLE)PAGE 1 OF 4 RELEASE DATE: 9/17/04

HORIZONTAL/VERTICAL SEISMIC LOADCAPACITY ENVELOPES (VARIABLE)

All seismically rated restraints that resist both horizontal and vertical loads and that areprovided by Kinetics Noise Control represent their seismic capacity with a load envelopediagram as indicated in the previous section. In some cases involving combined isolationand restraint devices however, the supported load can significantly impact the lateral,vertical or combined capacity. This requires the creation of a special load diagramappropriate to the specific load being supported.

Once developed, the vertical axis of the diagram indicates the vertical capacity of therestraint and the horizontal axis of the diagram is the horizontal capacity of the restraint inthe same manner as does the “Constant” load capacity envelope. (See also D4.2)

In general, when working with a restraint that has “Variable” load capacity, increases inthe supported load will make restraints more stable (and resistant to lateral loads) and willincrease the applied force necessary to overcome gravity forces (and increase theireffectiveness in dealing with uplift loads).

If the seismically rated isolator, however, is designed with a cantilever element thattransfers the load from both the spring and the snubber to the supported piece ofequipment, the actual stress in the component is the resultant of these two factors. As thesupported load increases, the maximum restraint load will decrease and vice versa. Thisrelationship is typically linear and needs to be taken into account when sizing the restraintcomponent.


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BOLTED ED TO STEEL

Typical “Constant” capacity Envelope

If the restraint being used is of the “Variable” capacity type, it will be obvious from the loadenvelopes provided. Instead of the single graph illustrating the “Constant” capacity curveas shown above, there will be 3 separate graphs as shown below.


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DOCUMENT:

D4.3


Typical “Variable” capacity Envelope

It should be noted on the Variable load envelope set of graphs, that Figure 1 (the one onthe left) is similar to the graph for the “Constant” capacity case. This envelope representsthe capacity of the restraint if it does not support any weight. (When it is used as arestraint only and not as an isolator.)

If the restraint bears weight, a new envelope must be created.

This is accomplished using the following procedure:

1) To generate the seismic restraint capacity envelope for a particular load condition, firstdetermine the static load on the isolator element.

2) Refer to Figure 2 or 3 depending on whether the restraint is to be through-bolted (SteelAttachment) or anchored to concrete (Concrete attachment). Locate the above staticload on the “X” axis and determine the horizontal restraint capacity rating by readingthe intersecting “Y” axis value from the appropriate curve (#3 or #6).

3) Plot this point on the horizontal axis of the restraint envelope graph.4) Similarly determine and plot the vertical restraint rating drawn from curve #1 or #4 on

the vertical axis of the restraint envelope graph.5) Repeat for the combined rating (curve #2 or #5) and plot it at the location where both

the vertical and horizontal force equal this value.6) Connect the above points to generate the performance envelope for the restraint

under the particular load condition.


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DOCUMENT:

D4.3


Example

Assume we have a seismically rated restraint that supports 600 lb and we want to derivea restraint capacity curve for it.

Using the sample graph below, we can see that the horizontal capacity with a 600 lbsupport load is 2650 lb (Curve #3), The vertical capacity is 2000 lb (Curve #1) and thecombined capacity is 1100 (Curve #2).

Plotting these values on the Restraint Capacity Envelope curve, we produce a curve thatlooks like the dashed line shown on the following page.

Also shown on this diagram is the unloaded restraint curve and added is a curveindicating the capacity for this particular restraint if it were to be loaded to the maximum(1000 lb.)

At this point, the curve can be applied in the same manner as the constant capacityenvelope addressed in the previous section of the manual.


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DOCUMENT:

D4.3


Generated Seismic Load Capacity Envelope


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DOCUMENT:

D4.4

FORCE CLASS FOR HANGING PIPING, DUCTWORK, CONDUIT, AND EQUIP.PAGE 1 OF 3 RELEASE DATE: 11/26/03

Force Class for Hanging Piping, Ductwork, Conduit and Equipment

The Kinetics Noise Control “Force Class” design guide is used to size components for usein seismically rated piping and ductwork systems. Addressed in this documentation areguidelines for sizing restraints, hanger rods, rod stiffeners, and anchorage for seismicapplications. The guide is quite comprehensive and contains a significant level of detail toallow all aspects of the restraint and anchorage to be optimized where awkward geometryor critical conditions not obvious during the design process occur. The guide can also beused to identify a more standardized, yet conservative, selection of components thatwould be appropriate for most or all of the restraint locations for a given system.

Components provided by Kinetics, unless otherwise noted, will be sized for these morestandardized conditions. In general these are “worst case” conditions depending primarilyon the pipe sizes to be restrained with some adjustment for the system’s elevation in thestructure. Components provided by Kinetics will be cable systems based on 60 degree(worst case) restraint cable angles in conjunction with the longest allowable spans (perSMACNA). In cases where there are a significant number or items trapezed together,components will be selected based on total weight and indications will be included ondrawings as appropriate showing where these conditions exist.

The tables described below are shown in the remaining sections of Chapter D4 of thismanual. Note that Tables 1 and 1A are samples and will vary from project to project.

Tables 1 and 1A – Force Class and Load Determination TablesKnowing duct size, pipe size, or weight per linear foot of the system being restrained, thisseries of tables allows the end user to determine or verify the Force Class rating of theproperly sized restraint component. This document is tailored with seismic factorsappropriate to the particular project under review, and as such is not applicable to otherprojects.

The key information listed on this document is in the right-hand column. At the top, ForceClasses are identified and corresponding force values in pounds are listed. Below this isthe design force in g’s for the project in question. The forces are broken down for variouselevations within the structure as the forces vary with elevation.

The bottom six tables are set up based on six different restraint spacings. These tablesindicate, for systems with a known weight per linear foot and a known spacing betweenrestraints, the required Force Class rating of the restraint components. The tables offerguidance for 10, 20, 30, 40, 60, and 80 foot restraint spacings.

In the left hand column is reference information that offers a guide to determining theweight per foot for various pipe and duct components. Individual pipe or duct weights canbe read directly off the table. For trapezed systems, the combined total weights per foot


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DOCUMENT:

D4.4


of the individual pipe or duct components should be used.

For applications where “fine tuning” of the components is desired, a second similar table(Table 1A) is available listing the actual force (rather than Force Class). In many cases,this table can be used to justify the use of smaller restraint components for particularlocations. Linear interpolation between various weights and spacings is permitted.

Table 2 – Maximum Permitted Restraint Spacing for Piping and DuctworkThere are four tables that make up this family. They address the maximum axial andlateral spacing for piping and conduit (two tables) and ductwork (two tables).

In order to use these tables, the design seismic force in g’s or the applicable SMACNASHL level must be known. g values for various floors are listed in Table 1.

Table 3 – Maximum Permitted Offset in a run and Drop Length for Piping andDuctworkThere are two sets of two tables each that make up this family. They address themaximum allowable centerline offset in a “run” (on the first table) and the maximum droplength that can be left unrestrained (on the second table). One set is for piping/conduitand the other is for ductwork.

As with Table 2, in order to use these tables, the design seismic force in g’s or theSMACNA SHL level must be known. See the g values listed for various floors in Table 1.

Tables 4A and 4B – Hanger Rod Sizes and StiffenersThe two tables that make up 4A indicate the minimum required hanger rod and hangerrod anchor sizes based the tensile forces that result from the static deadweight load in thehanger rod in conjunction with the added seismic force component. In order to use thesetables the Force Class (from Table 1) and the static deadweight load per hanger rod(weight per foot of the supported pipe/conduit/ductwork multiplied by the spacing betweenhangers [divided by 2 if two supports carry the load]) are needed.

In addition, if a rigid member is used in lieu of cables for restraint, the angle between thestrut and the horizontal plane becomes a factor. The angle information is not needed forcable restraints.

Table 4B allows hanger rod stiffeners to be appropriately sized. The upper portion of thetable indicates the maximum unstiffened hanger rod length for a given location. Therequired input information is the Force Class (Table 1), the hanger rod diameter (asinstalled, but per Table 4a minimum) and the angle between the horizontal plane and therestraint cable or strut (as installed, but not to exceed 60 degrees).

If the listed maximum unstiffened hanger rod length has been exceeded, a stiffener isrequired. The lower portion of Table 4B indicates the increase allowed in hanger rod


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DOCUMENT:

D4.4


length for various sizes and types of stiffeners. Detailed instructions walk the userthrough the process. For instance, a .62 dia rod stiffened with a .75 dia schedule 40 pipelists a factor of 2. This indicates that the listed maximum unstiffened hanger rod length(based on Force Class) can be doubled if the hanger rod is fitted with the .75 diaschedule 40 pipe.

(Note: KNC does not provided hanger rods or stiffeners. These items are by others. KNCdoes provide hanger rod anchors and stiffener attachment hardware.)

Table 4C – Seismic Strut Sizing TableThis table indicates the maximum permitted length for various restraint strut materialssubjected to loads as determined by the Force Class (Table 1) and strut angle (from thehorizontal plane).

(Note: KNC does not provide strut members, but does provide hardware that can be usedto attach struts made of angle material. Standard KNC-provided components are basedon cable restraint systems.)

Table 5 – Cable and Restraint Anchorage Capacity DataIn the upper right portion of this document, cable restraint capacities by Force Class arelisted for various diameter cables (1/8” to 1/2”) installed at various angles relative to thehorizontal plane (up to a worst case of 60 degrees).

In the left-hand column are capacities for KNC-provided attachment clips and anchors (fullembedment of 8 times anchor diameter is assumed). Required input is the Force Class(Table 1) and restraint cable angle to the horizontal. Data is provided for single anchor,double anchor and quad anchor arrangements.

The lower right-hand column contains similar information, but it is based on the use ofthrough bolts to anchor to the structure in lieu of an anchor bolt.

Also included is a supplement to this table (Table 5A). 5A lists the same information asTable 5 except that the force capacities are listed in lieu of the Force Class. This tablecan be used in conjunction with the required force table (Table 1A) to potentially “finetune” the system. Linear interpolation between the parameters listed in table 5A ispermitted.

For other information and guidance on the installation of restrained equipment andsystems, FEMA Manual 412 should be consulted. The manual is available without chargedirectly from FEMA (1-800-480-2520) or through Kinetics Noise Control. Kinetics NoiseControl takes no responsibility for installations not in compliance with this document orother Kinetics-supplied documentation.


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DOCUMENT:

D4.5

FORCE CLASS LOAD DETERMINATION SAMPLE (TABLES 1 AND 1A)PAGE 1 OF 2 RELEASE DATE: 11/06/03

Force Class Load Determination Sample (Tables 1 and 1A)


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DOCUMENT:

D4.5

FORCE CLASS LOAD DETERMINATION SAMPLE (TABLES 1 AND 1A)PAGE 2 OF 2 RELEASE DATE: 11/06/03

Force Class Load Determination Sample (Tables 1 and 1A)


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DOCUMENT:

D4.6

MAX RESTRAINT SPACING, OFFSET AND DROP LENGTH (TABLES 2 AND 3)PAGE 1 OF 2 RELEASE DATE: 12/16/05

Maximum Allowable Restraint Spacing (Table 2)KINETICS NOISE CONTRO L, INC.

6300 IRELAN PLACEDUBLIN, OHIO 43017

ph 614 889-0480

Maximum Permitted Restraint Spacing forPiping and Conduit

(If pipe size is other than listed, use data for next size larger)

0.21 0.42 0.67 1 1.5* 2* 3* 4* 0.21 0.42 0.67 1 1.5* 2* 3* 4*

C B A AA - - - - C B A AA - - - -<2.5* 40 40 40 40 40 40 40 40 80 80 80 80 80 80 80 80

2.5 40 40 40 40 40 40 40 40 80 80 80 80 80 80 80 403 40 40 40 40 40 40 40 40 80 80 80 80 80 80 40 404 40 40 40 40 40 40 20 20 80 80 80 80 80 40 40 205 40 40 40 40 40 40 20 20 80 80 80 80 40 40 20 206 40 40 40 40 40 20 20 20 80 80 40 40 40 20 20 208 40 40 40 40 20 20 20 20 80 80 40 40 20 20 20 20

10 40 40 20 20 20 20 20 20 80 80 20 20 20 20 20 2012 40 40 20 20 20 20 20 20 80 40 20 20 20 20 20 2014 40 40 20 20 20 20 20 20 80 40 20 20 20 20 20 2016 40 40 20 20 20 20 20 20 80 40 20 20 20 20 20 2018* 40 40 20 20 20 20 20 20 80 40 20 20 20 20 20 2020* 40 40 20 20 20 20 20 10 80 40 20 20 20 20 20 1024* 40 40 20 20 20 20 10 10 80 40 20 20 20 20 10 10

* Indicates that these sizes and forces are not listed by SMACNA and have been computed independently M ax Spacings applicable to Hazardous M aterials and M edical Gas Systems are half the above values.

Maximum Permitted Restraint Spacing for Ductwork(If other than listed, use data for next size larger)

0.21 0.42 0.67 1 1.5* 2* 3* 4* 0.21 0.42 0.67 1 1.5* 2* 3* 4*

(Round) C B A AA - - - - C B A AA - - - -36 50 40 30 30 20 20 20 10 80 80 60 60 40 40 40 2048 50 40 30 30 20 20 20 10 80 80 60 60 40 40 40 2060 50 40 30 30 20 20 20 10 80 80 60 60 40 40 40 2084 50 40 30 30 20 20 20 10 80 80 60 60 40 40 20 20

(Rect) 30 x 30 40 40 30 30 20 20 20 10 80 80 60 60 40 40 40 2042 x 42 40 40 30 30 20 20 20 10 80 80 60 60 40 40 40 2054 x 54 40 40 30 30 20 20 20 10 80 80 60 60 40 40 40 2060 x 60 40 40 30 30 20 20 20 10 80 80 60 60 40 40 40 2084 x 84 40 40 30 30 20 20 20 10 80 80 60 60 40 40 40 2096 x 96 40 40 30 30 20 20 20 10 80 80 60 60 40 40 40 2054 x 28 40 40 30 30 20 20 20 10 80 80 60 60 40 40 40 2060 x 30 40 40 30 30 20 20 20 10 80 80 60 60 40 40 40 2084 x 42 40 40 30 30 20 20 20 10 80 80 60 60 40 40 40 2096 x 48 40 40 30 30 20 20 20 10 80 80 60 60 40 40 40 20

108 x 54 40 40 30 30 20 20 20 10 80 80 60 60 40 40 40 20120 x 60 40 40 30 30 20 20 20 10 80 80 60 60 40 40 40 20

* Indicates that these sizes and forces are not listed by SMACNA and have been computed independently

Listed G load is LRFD [Strength] Based. Multiply Stress based forces by a factor of 1.4 before com paring to theG values listed above.

Horizontal Seism ic Force (g) (LRFD)

SMACNA Designation

Horizontal Seismic Force (g) (LRFD)

SMACNA DesignationDuct Size

(in)

Axial Restraint Spacing (ft)Horizontal Seismic Force (g) (LRFD)

SMACNA Designation

Lateral Restraint Spacing (ft) Axial Restraint Spacing (ft)

Table 2

SMACNA Designation

Lateral Restraint Spacing (ft)Horizontal Seism ic Force (g) (LRFD)

Pipe andConduitSize (in)


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DOCUMENT:

D4.6

MAX RESTRAINT SPACING, OFFSET AND DROP LENGTH (TABLES 2 AND 3)PAGE 2 OF 2 RELEASE DATE: 12/16/05


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Maximum Allowable Offset and Drop Length (Table 3)

KINETICS NO ISE CO NTRO L, INC.6300 IRELAN PLACEDUBLIN, OHIO 43017

ph 614 889-0480

Maxim um Permitted Offset and D rop Lengthfor Piping

(If p ipe size is other than listed, use data for next size larger)

0.21 0.42 0.67 1 1.5* 2* 3* 4* 0.21 0.42 0.67 1 1.5* 2* 3* 4*

C B A AA - - - - C B A AA - - - -<2.5* 30 30 30 30 30 30 30 30 20 20 20 20 20 20 20 20

2.5 30 30 30 30 30 30 30 30 20 20 20 20 20 20 20 203 30 30 30 30 30 30 30 30 20 20 20 20 20 20 20 204 30 30 30 30 30 30 15 15 20 20 20 20 20 20 10 105 30 30 30 30 30 30 15 15 20 20 20 20 20 20 10 106 30 30 30 30 30 15 15 15 20 20 20 20 20 10 10 108 30 30 30 30 15 15 15 15 20 20 20 20 10 10 10 10

10 30 30 15 15 15 15 15 15 20 20 10 10 10 10 10 1012 30 30 15 15 15 15 15 15 20 20 10 10 10 10 10 1014 30 30 15 15 15 15 15 15 20 20 10 10 10 10 10 1016 30 30 15 15 15 15 15 15 20 20 10 10 10 10 10 1018* 30 30 15 15 15 15 15 15 20 20 10 10 10 10 10 1020* 30 30 15 15 15 15 15 8 20 20 10 10 10 10 10 524* 30 30 15 15 15 15 8 8 20 20 10 10 10 10 5 5

* Indicates that these sizes and forces are not listed by SM ACN A and hav e been com puted independently M ax Spacings applicab le to Hazardous M aterials and M edical G as System s are half the above values.

Maxim um Perm itted Offset and Un-Braced Drop Length for Ductwork(If o ther than listed , use data for next size larger)

0.21 0.42 0.67 1 1.5* 2* 3* 4* 0.21 0.42 0.67 1 1.5* 2* 3* 4*

(Round) C B A AA - - - - C B A AA - - - -36 38 30 23 23 15 15 15 8 25 20 15 15 10 10 10 548 38 30 23 23 15 15 15 8 25 20 15 15 10 10 10 560 38 30 23 23 15 15 15 8 25 20 15 15 10 10 10 584 38 30 23 23 15 15 15 8 25 20 15 15 10 10 10 5

(Rect) 30 x 30 30 30 23 23 15 15 15 8 20 20 15 15 10 10 10 542 x 42 30 30 23 23 15 15 15 8 20 20 15 15 10 10 10 554 x 54 30 30 23 23 15 15 15 8 20 20 15 15 10 10 10 560 x 60 30 30 23 23 15 15 15 8 20 20 15 15 10 10 10 584 x 84 30 30 23 23 15 15 15 8 20 20 15 15 10 10 10 596 x 96 30 30 23 23 15 15 15 8 20 20 15 15 10 10 10 554 x 28 30 30 23 23 15 15 15 8 20 20 15 15 10 10 10 560 x 30 30 30 23 23 15 15 15 8 20 20 15 15 10 10 10 584 x 42 30 30 23 23 15 15 15 8 20 20 15 15 10 10 10 596 x 48 30 30 23 23 15 15 15 8 20 20 15 15 10 10 10 5

108 x 54 30 30 23 23 15 15 15 8 20 20 15 15 10 10 10 5120 x 60 30 30 23 23 15 15 15 8 20 20 15 15 10 10 10 5

* Indicates that these sizes and forces are not listed by SM ACN A and hav e been com puted independently

Table 3

SM ACNA D esignation

M ax Centerline Offset in Run (in)Horizontal Seism ic Force (g) (LRFD)

Pipe andConduitSize (in)

M ax Un-Braced Pipe Drop Length (ft)Horizontal Seism ic Force (g) (LRFD)

SMACNA Designation

M ax Centerline Offset in Run (in) M ax Un-B raced Duct Drop Length (ft)

Listed G load is LRFD [Strength] Based. M ultiply Stress based forces by a factor of 1.4 before com paring to theG values listed above.


SM ACNA D esignation


SMACNA DesignationDuct S ize

(in)






DOCUMENT:

D4.7

HANGER ROD, ROD STIFFENER, AND STRUT TABLES (4a, 4b, AND 4c)PAGE 1 OF 2 RELEASE DATE: 10/13/05

Minimum Hanger Rod Diameter (Table 4a)K IN E T IC S N O IS E C O N T R O L , IN C .

6 3 0 0 IR E L A N P L A C ED U B L IN , O H IO 4 3 0 1 7

p h 6 1 4 8 8 9 -0 4 8 0

M in im u m D ia m e te r o f H a n g e r R o d * ( in in c h e s )(R e f e r to B o t to m T a b le f o r A n c h o r C a p a c it ie s i f a t ta c h e d to c o n c re te )

S u p p o r te d W t p e r F o rc e ( lb ) 2 5 0 5 0 0 1 0 0 0 2 0 0 0 5 0 0 0 1 0 0 0 0H a n g e r R o d ( lb s ) F o rc e C la ss I I I II I IV V V I

1 0 0 0 .3 8 0 .5 0 0 .7 5 1 .0 02 5 0 0 .5 0 0 .6 3 0 .7 5 1 .0 05 0 0 0 .6 3 0 .6 3 0 .8 8 1 .0 0

1 0 0 0 0 .7 5 0 .7 5 0 .8 8 1 .1 22 0 0 0 0 .8 8 1 .0 0 1 .1 2 1 .2 5

1 0 0 0 .3 8 0 .5 0 0 .6 3 0 .7 5 1 .1 22 5 0 0 .3 8 0 .5 0 0 .6 3 0 .7 5 1 .2 55 0 0 0 .5 0 0 .6 3 0 .7 5 0 .8 8 1 .2 5

1 0 0 0 0 .6 3 0 .7 5 0 .7 5 1 .0 0 1 .2 52 0 0 0 0 .8 8 0 .8 8 1 .0 0 1 .1 2

1 0 0 0 .3 8 0 .3 8 0 .5 0 0 .6 3 0 .8 8 1 .2 52 5 0 0 .3 8 0 .5 0 0 .5 0 0 .6 3 1 .0 0 1 .2 55 0 0 0 .5 0 0 .5 0 0 .6 3 0 .7 5 1 .0 0 1 .2 5

1 0 0 0 0 .6 3 0 .6 3 0 .7 5 0 .8 8 1 .1 22 0 0 0 0 .8 8 0 .8 8 1 .0 0 1 .0 0 1 .2 5

1 0 0 0 .3 8 0 .3 8 0 .3 8 0 .3 8 0 .3 8 0 .3 82 5 0 0 .3 8 0 .3 8 0 .3 8 0 .3 8 0 .3 8 0 .3 85 0 0 0 .5 0 0 .5 0 0 .5 0 0 .5 0 0 .5 0 0 .5 0

1 0 0 0 0 .6 3 0 .6 3 0 .6 3 0 .6 3 0 .6 3 0 .6 32 0 0 0 0 .8 8 0 .8 8 0 .8 8 0 .8 8 0 .8 8 0 .8 8

S u p p o r te d W t p e r M in im u m D ia m e te r o f K N C H a n g e rH a n g e r R o d ( lb s ) R o d A n c h o r * ( in in c h e s )

1 0 0 0 .7 5 1 .2 52 5 0 0 .8 8 1 .2 55 0 0 1 .2 5 1 .2 5

1 0 0 0 1 .2 52 0 0 0

1 0 0 0 .6 3 0 .8 8 1 .2 52 5 0 0 .7 5 1 .0 0 1 .2 55 0 0 1 .2 5 1 .2 5 1 .2 5

1 0 0 0 1 .2 52 0 0 0

1 0 0 0 .5 0 0 .6 3 0 .8 8 1 .2 52 5 0 0 .7 5 0 .8 8 1 .2 5 1 .2 55 0 0 1 .0 0 1 .2 5 1 .2 5

1 0 0 0 1 .2 5 1 .2 52 0 0 0

1 0 0 0 .3 8 0 .3 8 0 .3 8 0 .3 8 0 .3 8 0 .3 82 5 0 0 .6 3 0 .6 3 0 .6 3 0 .6 3 0 .6 3 0 .6 35 0 0 0 .8 8 0 .8 8 0 .8 8 0 .8 8 0 .8 8 0 .8 8

1 0 0 0 1 .2 5 1 .2 5 1 .2 5 1 .2 5 1 .2 5 1 .2 52 0 0 0

N o te s : A ll a b o v e c a p a c it ie s a re b a s e d o n L R F D [S tre n g th ] b a s e d lo a d s , a 5 :1 S a f e tyF a c to r a n d a 1 .3 3 A l lo w a b le o v e rlo a d f a c to r a p p l ic a b le to W in d a n d S e ism ic L o a d in g s . A l l A n c h o r c a p a c it ie s a re b a s e d o n IC B O a llo w a b le s , s o m e s iz e s m a y h a v e to b e in c re a se d i f e m b e d d e d in to th e te n s i le s id e o f a s t ru c tu ra l m e m b e r . * I f C a b le s a re u s e d in l ie w o f S tru ts , A l l H a n g e r R o d a n d A n c h o r S iz e s w i ll b e e q u a l to th e V a lu e s l is te d fo r S tru ts in th e " 0 " d e g re e a n g le T a b le .

T a b le 4 a

S tru t A n g le 6 0d e g re e s f ro m

H o r iz o n ta lP la n e

S t ru t A n g le 3 0d e g re e s f ro m


- -A l l C a b le s --S tru t A n g le 0d e g re e s f ro m










--A l l C a b le s --S t ru t A n g le 0d e g re e s f ro m



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DOCUMENT:

D4.7

HANGER ROD, ROD STIFFENER, AND STRUT TABLES (4a, 4b, AND 4c)PAGE 2 OF 2 RELEASE DATE: 10/13/05


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Hanger Rod Stiffener and Strut Tables (Table 4b & 4c)KINETICS NOISE CONTROL, INC.

6300 IRELAN PLACEDUBLIN, OHIO 43017

ph 614 889-0480

Hanger Rod Stiffening TablesMaximum Unstiffened Hanger Rod Length (in)

Cable Angle (x) degrees from Horizontal

ForceClass 0.38 0.50 0.62 0.75 0.88 1.00 1.25 0.38 0.50 0.62 0.75 0.88 1.00 1.25 0.38 0.50 0.62 0.75 0.88 1.00 1.25

I 6 10 17 25 35 45 73 7 14 22 33 45 60 97 10 18 29 43 60 79 127II 4 7 12 18 24 32 52 5 10 16 23 32 42 68 7 13 20 31 42 56 90III - 5 8 12 17 23 37 4 7 11 16 23 30 48 5 9 14 22 30 39 64IV - - 6 9 12 16 26 - 5 8 12 16 21 34 3 6 10 15 21 28 45V - - - - 8 10 16 - - - 7 10 13 22 - 4 6 10 13 18 28VI - - - - - - 12 - - - - 7 9 15 - - - 7 9 12 20

Hanger Rod Stiffener Sizing Table (Multipliers)RodDia0.380.500.620.750.881.001.25

Instructions for Use of the above Tables1) Determine the appropriate Force Class for the Hanger Rod in Question.2) Determine the Maximum Angle between the Restraint Cable or Strut and Horizontal.3) Determine the Hanger Rod used (or to be used) at the Restriant Location.4) Determine the Un-Stiffened Hanger Rod Length (Distance from anchor point to pipe or duct support bracket on Hanger Rod).5) Using the Maximum Unstiffened Hanger Rod Length Table Determine if Installed Length exceeds Max Length.6) If above length is exceeded, Determine ratio between installed Length and Max Length (If Installed Length is 32 in and Max Length is 16 inches, the ratio is 32/16 or 2. If a fraction, round up to the next largest whole number.)7) Select an appropriate stiffener using the Rod Stiffener Table based on the existing Hanger Rod Dia, Multiplier and Max Stiffener length.8) Read off at the top of the column the size of the required stiffener (Sch 40 pipe and Typical Angles are listed).9) 2 clamps (minimum) are required to attach the stiffener to the hanger rod. The spacing between clamps cannot exceed the Maximum Length listed in the first Table.

Seismic Strut Sizing TableMaximum Length of Strut (in inches)

Force (lb) Strut Material 250 500 1000 2000 5000 10000 Strut Material 250 500 1000 2000 5000 10000Force Class (A36 Angle) I II III IV V VI (A36 Angle) I II III IV V VI

1.0 x 1.0 x .12 32 23 16 11 - - 2.5 x 2.5 x .25 98 98 91 64 41 291.5 x 1.5 x .25 58 58 41 29 18 - 2.5 x 2.5 x .38 97 97 97 77 48 342.0 x 2.0 x .12 80 66 47 33 21 - 3.0 x 3.0 x .38 117 117 117 102 65 462.0 x 2.0 x .25 78 78 64 45 29 20 4.0 x 4.0 x .38 158 158 158 158 101 71

1.0 x 1.0 x .12 38 27 19 13 - - 2.5 x 2.5 x .25 98 98 98 76 48 341.5 x 1.5 x .25 58 58 49 35 22 15 2.5 x 2.5 x .38 97 97 97 91 58 412.0 x 2.0 x .12 80 79 56 39 25 - 3.0 x 3.0 x .38 117 117 117 117 77 542.0 x 2.0 x .25 78 78 76 54 34 24 4.0 x 4.0 x .38 158 158 158 158 120 85

1.0 x 1.0 x .12 39 30 21 15 - - 2.5 x 2.5 x .25 98 98 98 84 53 381.5 x 1.5 x .25 58 58 54 38 24 17 2.5 x 2.5 x .38 97 97 97 97 64 452.0 x 2.0 x .12 80 80 62 44 28 19 3.0 x 3.0 x .38 117 117 117 117 85 602.0 x 2.0 x .25 78 78 78 60 38 27 4.0 x 4.0 x .38 158 158 158 158 132 94

1.0 x 1.0 x .12 39 32 23 16 - - 2.5 x 2.5 x .25 98 98 98 91 57 411.5 x 1.5 x .25 58 58 58 41 26 18 2.5 x 2.5 x .38 97 97 97 97 69 482.0 x 2.0 x .12 80 80 66 47 30 21 3.0 x 3.0 x .38 117 117 117 117 91 652.0 x 2.0 x .25 78 78 78 64 40 29 4.0 x 4.0 x .38 158 158 158 158 142 101

1.6 1.8 2.41.2 1.9 2.8 -

2.9 3.3 4.41.6 2.5 3.7 - 2.1 2.3 3.22.3 3.5 5.2 1.16.5

1.7 4.3 4.98.3 12.5 2.7

Table 4b

1.0 x 1.0 x .12 1.5 x 1.5 x .250.75 1 1.2523.1

Strut Angle60 degrees

fromHorizontal


fromHorizontal


fromHorizontal

Table 4c

10.1 15.4

3.4 5.2 7.8


fromHorizontal

0o

Angle StiffenersSchedule 40 Pipe

UnlimitedUnlimitedUnlimitedUnlimitedUnlimited

All

Unlimited

2.0 x 2.0 x .25

Rod Size

- 1.2 1.8

19.810.76.6

5.05.4

- - -3.62.2

15.79.8

6.8 7.8

Rod Size

2.0 x 2.0 x .1212.7 14.5

4.7

Max Length Governed by Buckling (Euler). As Stiffener is not a Primary Load Bearing Member and Compressive Load is Intermittent kL/r factor not applied.1.1

30o

Rod Size

1.529.1

60o

Rod Size45o

See Appendix A8.1.1, A8.2.1, A8.3.1 for Tabulated Values of Rod Stiffeners (4b) for various conditions






DOCUMENT:

D4.8

CABLE AND ANCHORAGE RATINGS (TABLES 5 AND 5a)PAGE 1 OF 2 RELEASE DATE: 7/18/06

Cable and Anchorage Ratings (Table 5)


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DOCUMENT:

D4.8

CABLE AND ANCHORAGE RATINGS (TABLES 5 AND 5a)PAGE 2 OF 2 RELEASE DATE: 7/18/06

Cable and Anchorage Ratings (Table 5A)


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DOCUMENT:

D4.9

FORCE CLASS SAMPLE CALCULATIONSPAGE 1 OF 14 RELEASE DATE: 6/10/04

FORCE CLASS SAMPLE CALCULATIONS

All of the following examples are based on the use of the Sample Load DeterminationTables 1 and 1A (D4.5). Note that the tables used are project specific and will changebased on the Code, the Project Location and the Building Use classification. Projectspecific Tables 1 and 1A must be obtained from Kinetics Noise Control prior to reviewingany particular application.

This manual section applies only after it has been determined that restraint is required fora particular run of piping, ductwork or on a particular piece of equipment. Moreinformation is available to make this determination in section D2 (Codes) and D7 throughD10 (Piping, Ducting, Conduit and Suspended Equipment)

DUCTWORK EXAMPLE

For our example, assume we have a length of pipe as illustrated below.

Further, assume that the 30’, 110’, 45’ and 17’ long runs are supported by hanger rodsthat are 36” long and which are anchored at the top into the underside of the roof slab forthe structure and are spaced 10’ apart. We can look at both struts and cables forrestraint.

Determine Design Seismic ForceThe first thing that we need to know is the design seismic force that we must apply. If welook near the top right corner of Table 1 or Table 1A (D4.5), there are listed the designaccelerations in G’s that are appropriate for various elevations in this structure. Since weare attaching the piping in our example to the underside of the roof, the value of interest tous is the acceleration at the roof, in this case .336 G.

Determine the Maximum Restraint SpacingBefore we can make effective use of the rest of the information on Table 1 or 1A, we needto determine a spacing for our restraints. Since we do not know yet, what that spacing is,


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DOCUMENT:

D4.9


we can refer to Table 2 (D4.6). The upper portion of this table refers to piping and conduitwhile the lower portion refers to ductwork. There is also a table for lateral and one foraxial restraing spacing. Beginning with lateral we need to find a column in the table thatmeets or exceeds .336 G. The second column lists a value of .42 G. This fulfills ourneeds.

Reading down the column until we get to a 6” pipe, we get a maximum allowable lateralrestraint spacing of 40 ft.

Likewise on the axial table we get a maximum allowable restraint spacing of 80 ft.

Placing RestraintsUsing this information, along with the layout information available in section D7.4.1(piping) or section 9.4.1(conduit), we can determine the we need the following restraints:

Run Lateral Restraint Axial Restraint25’ 2 130’ 2 1110’ 4 245’ 2 117’ 1 110’ 1 1

If we can locate some of these restraints within 2 ft of a corner, they can do “double duty”(act as a lateral restraint for one run and an axial restraint for the other). Consolidatingthese, we can come up with a layout that looks like this:

Note that for the vertical 25’ and 10’ runs, the hanger rods act as axial restraints.

Determine the maximum length of pipe per restraintFrom the above picture, the maximum span between any two adjacent lateral restraints is36’ and the maximum span between any two adjacent axial restraints is 55’. For our


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DOCUMENT:

D4.9


purposes, we will use this “worst case” condition and size all restraints to this capacity.

Determine Restraint Hardware Capacity requirementsWe can now apply the above information to Table 1 or 1A (D4.5) to determine a hardware“Force Class” or a design force requirment to size our restraint components.

Refering first to the weight per foot guide, we can see that a filled 6” pipe weighs 35 lb perfoot. Using the Table 1 Force Class tables on the right side of the page and refering tothe 40 ft OC spacing (for the 36’ case that we have), we see that for a roof applicationinvolving a pipe that weighs 50 lb per ft, we need a Force Class III rated hardware system.

OptionalIf we would like to “fine tune” our selection, we can use Table 1A and perform the sameexercise to determine the actual force requirement for the 50 lb per ft pipe restrained 40 ftOC to be 672 lb. If desired, the values on Table 1A can be pro-rated based on the weightand spacing. In this case we can multiply the 672 lb by the actual lb per ft divided by thetabulated lb per ft (35/50) and also by the actual restraint spacing divided by the tabulatedspacing (36/40). After multiplying the 672 lb figure by these 2 factors, we find that theminimum component that we can select must withstand a design force of 423 lb.

Selecting restraint componentsTable 5 and 5A (D4.8) list the capacity of various Kinetics Noise Control providedhardware and anchorage components. Table 5 indicates capacities in “Force Class” unitswhile 5A indicates capacities in lb. The goal is to select components with capacities inexcess of the design requirements.

If the cable or strut installation angle (as compared to the horizontal plane) is unknown, itshould be assumed to be 60 degrees (worst case).

Cable ratings are listed at the top. Table 5 indicates that a .25” cable is adequate for anyForce Class III requirement at 60 degrees.

Best practice using a strut is to limit the angle to 45 degrees. With a 36” long hanger rodand a 45 degree angle to the strut, the length of the strut would be 1.41 * 36 or 51”. Thisdimension is not important for cables, but is critical for struts (Use of struts for restraint ofthe bottom of the 25’ run is not recommended). Refering to Table 4c (D4.7), we need astrut that will be installed at 45 degrees, will be 51” long and will resist a Force Class IIIload. The minimum angle size that will accommodate this is a 2 x 2 x .25.

Returning to Table 5, below the cable data on the left are ratings for various hardwarecomponents that are anchored to concrete. On the right are ratings for hardwarecomponents that are through bolted. These tables list capacities for the clips mounted ineither of the orientations indicated by figure at the top of the page. If the restraint that weare using is attached to concrete, in order to achieve a Force Class III connection, the 1


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DOCUMENT:

D4.9


Bolt anchor table on the left indicates that a CCA clip with a single .75 anchor mounted toa vertical surface is needed. As an option, at the bottom of the page on the 2 Bolt anchorchart, either a KSCA or CCA clip mounted with (2) .38 anchors could be used.

If the restraint is through bolted (or welded), data from the Grade 2 Bolt table on the rightcan be used. It indicates that with through bolts, a .5” bolt is adequate, no matter what theorientation.

OptionalAs with the load determination table, it is also possible to “fine tune” our hardwareselection. This can often verify the acceptability of a smaller hardware component thanthat selected based on Force Class. To do this, we use Table 5A in the same manner aswe did above, but we apply the 423 lb figure that we determined earlier as our forcerequirement. Using this, we can verify that a either a 5mm or .18 cable with grippleconnectors would be adequate at 60 degrees.

We can also confirm the acceptability of a single .5 anchor with a KSCA clip in anyorientation.

If through bolted, we can use a KSCA clip with a .38 bolt in any orientation.

Thus it can be seen that with a little more effort, smaller hardware can often be justified.

This addresses the lateral restraints. The axial restraints can be addressed in theidentical manner with the following result.

Force DeterminationForce Class Method.

Design Requirement (60 ft span, 50 lb/ft pipe) – Force Class = IVOptional Method

Design Requirement (55 ft span, 35 lb/ft pipe) – Design Force = 647 lb

Cable / Strut Size DeterminationForce Class Method.

Cable size for Force Class IV at 60 degrees = .38”Size for 51” long strut at Force Class IV at 45 degrees = 2.5 x 2.5 x .25”

Optional MethodCable size for 647 lb at 60 degrees = .18” (U-clip connection)

Attachment Hardware DeterminationForce Class Method.

Concrete Connection for Force Class IV at 60 degreesCCA clip with (4) .375 anchors at any orientation


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DOCUMENT:

D4.9


Through-Bolt ConnectionCCA clip with .75 bolt works for any orientation

Optional MethodConcrete Connection for 647 lb at 60 degrees

CCA clip with.875 anchor at any orientationThrough Bolt Connection

KSCA clip with .38 bolt at any orientation

Minimum Hanger Rod Size and Anchor DeterminationThe supported weight per hanger rod based on 10 ft spacing and 35 lb/ft piping is 350 lb.

Refer to Table 4a (D4.7) and note that all cables behave the same as a strut that isoriented horizontally. For supported weights up to 500 lb, the use of a cable restraint anda Force Class III (Lateral) seismic load, the minimum acceptable hanger rod size is .50”.If a strut is used in place of the cable and the angle of the strut is 45 degrees to thehorizontal, the minimum hanger rod size permissible is .75”

Below this is the anchor capacity table. If the hangers are anchored to concrete ratherthan through-bolted, this table indicates the size requirments for the anchor. In a similarfashion to the above, the anchor size for the cable restrained system can be found to be.88”, while that for the strut restrained system jumps to 1.25”

When the above table is applied to the axial restraint which needs a Force Class IV ratingbased on the 55 ft spacing, supporting from concrete becomes impractical. To resolvethis issue, the piping must be either hung from steel or the spacing between restraintsdecreased to reduce the Force Class Requirement.

Evaluating Rod StiffenersUsing only the lateral restraint example from above and assuming that we are using cablerestraints and the minimum size hanger rods (.50”) we can use Table 4b to evaluate theneed for rod stiffeners.

Looking up Force Class III and a cable angle of 60 degrees (worst case) in the uppertable, we find that the maximum unstiffened length that we can have for a .50” hanger rodis 10”. Since our hanger rod is 36”, a rod stiffener is required.

The second table indicates multipliers that can be used to evaluate the additional lengththat can be achieved with the addition of various rod stiffening materials. We would like toincrease our length from 10” to 36”, thus we need a multiplier of 3.6 (36/10). If we look atthe line in the table for .50” hanger rod, we can see that a .75” diameter pipe or a 1.5 x 1.5x .25 angle will both offer multipliers in excess of the 3.6 that we need and would beacceptable as rod stiffeners.


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DOCUMENT:

D4.9


The maximum spacing between clamps cannot exceed the maximum unstiffened rodlength, so a minimum of 3 clamps are needed to clamp the hanger rod to the rod stiffener.

DUCTWORK EXAMPLE

For our example, assume we have a length of duct as illustrated below.

Further, assume that the entire system is supported by hanger rods that are 54” long andwhich are anchored at the top into the underside of the roof slab for the structure and arespaced 10’ apart. We can look at both struts and cables for restraint.

Determine Design Seismic ForceThe first thing that we need to know is the design seismic force that we must apply. If welook near the top right corner of Table 1 or Table 1A (D4.5), there are listed the designaccelerations in G’s that are appropriate for various elevations in this structure. Since weare attaching the ductwork in our example to the underside of the roof, the value ofinterest to us is the acceleration at the roof, in this case .336 G.

Determine the Maximum Restraint SpacingBefore we can make effective use of the rest of the information on Table 1 or 1A, we needto determine a spacing for our restraints. Since we do not know yet, what that spacing is,we can refer to Table 2 (D4.6). The upper portion of this table refers to piping and conduitwhile the lower portion refers to ductwork. There is also a table for lateral and one foraxial restraint spacing. Beginning with lateral we need to find a column in the table thatmeets or exceeds .336 G. The second column lists a value of .42 G. This will meet ourrequirement.

Reading down the column until we get to a 42” x 42” duct, we get a maximum allowablelateral restraint spacing of 40 ft.

Likewise on the axial table we get a maximum allowable restraint spacing of 80 ft.


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DOCUMENT:

D4.9


Placing RestraintsUsing this information, along with the layout information available in section D7.4.1(piping) or section 9.4.1(conduit), we can determine the we need the following restraints:

Run Lateral Restraint Axial Restraint10’ 1 170’ 3 120’ 2 125’ 1 1

If we can locate some of these restraints within 2 ft of a corner, they can do “double duty”(act as a lateral restraint for one run and an axial restraint for the other. Consolidatingthese, we can come up with a layout that looks like this:

Determine the maximum length of duct per restraintFrom the above picture, the maximum span between any two adjacent lateral restraints is34’ and the maximum span between any two adjacent axial restraints is 67’. For ourpurposes, we will use this “worst case” condition and size all restraints to this capacity.

Determine Restraint Hardware Capacity requirementsWe can now apply the above information to Table 1 or 1A (D4.5) to determine a hardware“Force Class” or a design force requirement to size our restraint components.

Refering first to the weight per foot guide, we can see that a 42 x 42 duct weighs 29 lb perfoot. Using the Table 1 Force Class tables on the right side of the page and refering tothe 40 ft OC spacing (for the 34’ case that we have), we see that for a roof applicationinvolving a duct that weighs 50 lb per ft, we need a Force Class III rated hardware system.

OptionalIf we would like to “fine tune” our selection, we can use Table 1A and perform the sameexercise to determine the actual force requirement for the 50 lb per ft pipe restrained 40 ftOC to be 672 lb. If desired, the values on Table 1A can be pro-rated based on the weightand spacing. In this case we can multiply the 672 lb by the actual lb per ft divided by thetabulated lb per ft (29/50) and also be the actual restraint spacing divided by the tabulated


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DOCUMENT:

D4.9


spacing (34/40). After multiplying the 672 lb figure by these 2 factors, we find that theminimum component that we can select must withstand a design force of 332 lb.



Cable ratings are listed at the top. Table 5 indicates that a .25” cable is adequate for anyForce Class III requirement at 60 degrees.

Good design practice is to limit the strut angle to 45 degrees. With a 54” long hanger rodand a 45 degree angle to the strut, the length of the strut would be 1.41 * 54 or 77”. Thisdimension is not important for cables, but is critcal for struts. Refering to Table 4c (D4.7),we need a strut that will be installed at 45 degrees, will be 77” long and will resist a ForceClass III load. The minimum angle size that will accommodate this is a 2.5 x 2.5 x .38.

Returning to Table 5, below the cable data on the left are ratings for various hardwarecomponents that are anchored to concrete. On the right are ratings for hardwarecomponents that are through bolted. These tables list capacities for the clips mounted ineither of the orientations indicated by figure at the top of the page. If the restraint that weare using is attached to concrete, in order to achieve a Force Class III connection, the 1Bolt anchor table on the left indicates that a CCA clip with a single .75 anchor mounted toa vertical surface is needed. As an option, at the bottom of the page on the 2 Bolt anchorchart, either a KSCA or CCA clip mounted with (2) .38 anchors could be used as well.

If the restraint is through-bolted (or welded), data from the Grade 2 Bolt table on the rightcan be used. It indicates that with through-bolts, a .5” bolt is adequate, no matter whatthe orientation.

OptionalAs with the load determination table, it is also possible to “fine tune” our hardwareselection. This can often verify the acceptability of a smaller hardware component thanthat selected based on Force Class. To do this, we use Table 5A in the same manner aswe did above, but we apply the 332 lb figure that we determined earlier as our forcerequirement. Using this, we can verify that a either a 5mm or .18 cable with grippleconnectors would be adequate at 60 degrees.

We can also confirm the acceptability of a single .5 anchor with a KSCA clip in anyorientation.


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If through bolted, we can use a KSCA clip with a .25 bolt in any orientation.

Thus it can be seen that with a little more effort, smaller hardware can often be justified.

This addresses the lateral restraints. The axial restraints can be addressed in theidentical manner with the following result.

Force DeterminationForce Class Method.

Design Requirement (80 ft span, 50 lb/ft duct) – Force Class = IVOptional Method

Design Requirement (67 ft span, 29 lb/ft duct) – Design Force = 653 lb

Cable / Strut Size DeterminationForce Class Method.

Cable size for Force Class IV at 60 degrees = .38”Size for 77” long strut at Force Class IV at 45 degrees = 3 x 3 x .38”

Optional MethodCable size for 653 lb at 60 degrees = .18” (U-clip connection)

Attachment Hardware DeterminationForce Class Method.

Concrete Connection for Force Class IV at 60 degreesCCA clip with (4) .375 anchors at any orientation

Through Bolt ConnectionCCA clip with .75 bolt works for any orientation

Optional MethodConcrete Connection for 653 lb at 60 degrees

CCA clip with.875 anchor at any orientationThrough Bolt Connection

KSCA clip with .38 bolt at any orientation

Minimum Hanger Rod Size and Anchor DeterminationThe supported weight per hanger rod based on 10 ft spacing and 29 lb/ft duct is 145 lb(Note that there are (2) hanger rods splitting the total 290 lb at each support location).

Refer to Table 4a (D4.7) and note that all cables behave the same as a strut that isoriented horizontally. For supported weights up to 250 lb, the use of a cable restraint anda Force Class III (Lateral) seismic load, the minimum acceptable hanger rod size is .38”.If a strut is used in place of the cable and the angle of the strut is 45 degrees to thehorizontal, the minimum hanger rod size permissible is .63”


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Below this is the anchor capacity table. If the hangers are anchored to concrete ratherthan through-bolted, this table indicates the size requirements for the anchor. In a similarfashion to the above, the anchor size for the cable restrained system can be found to be.63”, while that for the strut restrained system jumps to 1.25”

When the above table is applied to the axial restraint which needs a Force Class IV ratingbased on the 67 ft spacing, supporting from concrete becomes impractical. To resolvethis issue, the ductwork must be either hung from steel or the spacing between restraintsdecreased to reduce the Force Class Requirement.

Evaluating Rod StiffenersUsing only the lateral restraint example from above and assuming that we are using cablerestraints and the minimum size hanger rods (.50”) we can use Table 4b to evaluate theneed for rod stiffeners.

Looking up Force Class III and a cable angle of 60 degrees (worst case) in the uppertable, we find that the maximum unstiffened length that we can have for a .38” hanger rodis 6”. Since our hanger rod is 54”, a rod stiffener is required.

The second table indicates multipliers that can be used to evaluate the additional lengththat can be achieved with the addition of various rod stiffening materials. We would like toincrease our length from 6” to 54”, thus we need a multiplier of 9 (54/6). If we look at theline in the table for the .38” hanger rod, we can see that a 1” diameter pipe or a 2 x 2 x .12angle will both offer multipliers in excess of the 9 that we need and would be acceptableas rod stiffeners.

The maximum spacing between clamps cannot exceed the maximum unstiffened rodlength, so a minimum of 8 clamps are needed to clamp the hanger rod to the rod stiffener.Because of the large number of clamps needed, in this case it might be preferable toincrease the size of the hanger rod and decrease the number of clamps and the size ofthe required rod stiffener.

SUSPENDED EQUIPMENT EXAMPLE

For our example, assume we have a piece of suspended equipment as illustrated below.


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Further, assume that the equipment is supported by hanger rods that are 54” long andwhich are anchored at the top into the underside of the roof slab for the structure. Inaddition, assume that the equipment weights 900 lb. We can look at both struts andcables for restraint.

Determine Design Seismic ForceThe first thing that we need to know is the design seismic force that must be applied. Ifwe look near the top right corner of Table 1 or Table 1A (D4.5), there are listed the designaccelerations in G’s that are appropriate for various elevations in this structure. Since weare attaching the equipment in our example to the underside of the roof, the value ofinterest to us is the acceleration at the roof, in this case .336 G.

Caution should be used here as the specific data in the Table 1 and 1A that might beprovided for ductwork or piping may not contain factors appropriate for use on equipment.If there is a question about the applicability of the tablulated values to equipment, contact

Kinetics Noise Control for confirmation.

Use of the Force Class Tables to size restraints for equipment should be limited to smallerequipment requiring not more than 4 supports and 4 restraints (one in each corneroriented at 45 degrees to the equipment as shown above).

Determine the weight of the equipment that is being restrainedThis should be “given” data received from the equipment supplier. It should be theoperating weight of the equipment as installed.

Determine Restraint Hardware Capacity requirementsWe can now apply the above information to Table 1 or 1A (D4.5) to determine a hardware“Force Class” or a design force requirment to size our restraint components.

Since we are working with something that has a known weight, the tabulated data in thetables needs to be tailored to offer a direct comparison. Use the table that indicates 10 ftOC spacing. Multiply all of the weights in the weight per foot column by 10. Comparethese updated weights to the actual equipment weight to then determine the appropriateForce Class from the 10 ft OC table.


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Thus, the weight per ft values change from 10 lb/Ft to 100 lb, from 25 lb/ft to 250 lb, etc.Our equipment at 900 lb would than match the row on the table that originally read 100lb/ft and now reads 1000 lb.

Reading the output from this table, the required Force Class for a roof level applicationwould be Force Class II.

OptionalIf we would like to “fine tune” our selection, we can use Table 1A and perform the sameexercise to determine the actual force requirement for a 1000 lb piece of equipment to be336 lb. If desired, the values on Table 1A can be pro-rated based on the actual weight.In this case we can multiply the 336 lb by the actual lb divided by the tabulated lb(900/1000). After multiplying the 336 lb figure by this factor, we find that the minimumcomponent that we can select must withstand a design force of 302 lb.



Cable ratings are listed at the top. Table 5 indicates that a .5mm or a .18” cable withGripples is adequate for any Force Class II requirement at 60 degrees.

If we are using a strut, the angle should be limited to 45 degrees. With a 54” long hangerrod and a 45 degree angle to the strut, the length of the strut would be 1.41 * 54 or 77”.This dimension is not important for cables, but is critcal for struts. Refering to Table 4c(D4.7), we need a strut that will be installed at 45 degrees, will be 77” long and will resist aForce Class II load. The minimum angle size that will accommodate this is a 2.5 x 2.5 x.25.

Returning to Table 5, below the cable data on the left are ratings for various hardwarecomponents that are anchored to concrete. On the right are ratings for hardwarecomponents that are through bolted. These tables list capacities for the clips mounted ineither of the orientations indicated by figure at the top of the page. If the restraint that weare using is attached to concrete, in order to achieve a Force Class II connection, the1 Bolt anchor table on the left indicates that a CCA clip with a single .75 anchor is needed.As an option, at the bottom of the page on the 2 Bolt anchor chart, either a KSCA or CCAclip mounted with (2) .25 anchors could be used as well.


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If the restraint is through-bolted (or welded), data from the Grade 2 Bolt table on the rightcan be used. It indicates that with through-bolts, a .38” bolt is adequate, no matter whatthe orientation.

OptionalAs with the load determination table, it is also possible to “fine tune” our hardwareselection. This can often verify the acceptability of a smaller hardware component thanthat selected based on Force Class. To do this, we use Table 5A in the same manner aswe did above, but we apply the 302 lb figure that we determined earlier as our forcerequirement. Usng this, we can verify that a either a 5mm or .18 cable with grippleconnectors would be adequate at 60 degrees, but that there is not enough of a differenceto allow a reduction in cable size from the Force Class evaluation.

We can confirm the acceptability of a single .38 anchor with a KSCA clip in anyorientation.

If through-bolted, we can use a KSCA clip with a .25 bolt in any orientation.

Minimum Hanger Rod Size and Anchor DeterminationThe supported weight at the most highly loaded hanger rod should be assumed to beapprox 35% of the equipment weight unless there is some good reason to assumeotherwise. In our case, 35% of 900 lb is 315 lb.

Refer to Table 4a (D4.7) and note that all cables behave the same as a strut that isoriented horizontally. For supported weights up to 500 lb, the use of a cable restraint anda Force Class II (Lateral) seismic load, The minimum acceptable hanger rod size is .50”.If a strut is used in place of the cable and the angle of the strut is 45 degrees to thehorizontal, the minimum hanger rod size permissible is .63”

Below this is the anchor capacity table. If the hangers are anchored to concrete ratherthan through bolted, this table indicates the size requirments for the anchor. In a similarfashion to the above, the anchor size for the cable restrained system can be found to be.88”, while that for the strut restrained system jumps to 1.25”

Evaluating Rod StiffenersUsing the minimum size hanger rods (.50”) we can use Table 4b to evaluate the need forrod stiffeners.

Looking up Force Class II and a cable angle of 60 degrees (worst case) in the uppertable, we find that the maximum unstiffened length that we can have for a .50” hanger rodis 14”. Since our hanger rod is 54”, a rod stiffener is required.

The second table indicates multipliers that can be used to evaluate the additional lengththat can be achieved with the addition of various rod stiffening materials. We would like to


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increase our length from 14” to 54”, thus we need a multiplier of 3.9 (54/14). If we look atthe line in the table for the .50” hanger rod, we can see that a .75” diameter pipe or a 1.5 x1.5 x .25 angle will both offer multipliers in excess of the 3.9 that we need and would beacceptable as rod stiffeners.

The maximum spacing between clamps cannot exceed the maximum unstiffened rodlength, so a minimum of 3 clamps are needed to clamp the hanger rod to the rod stiffener.


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PAGE:

D5.0

TABLE OF CONTENTS (Chapter D5)FLOOR & WALL MOUNTED EQUIPMENT RELEASE DATE: 9/14/04

TABLE OF CONTENTS

FLOOR & WALL MOUNTED EQUIPMENT Chapter D5

FLOOR MOUNTED EQUIPMENT

Floor Mounted Equipment Primer D5.1.1

Forces Transferred between Equipment and Restraints D5.1.2

Attachment of Equipment to Restraints D5.1.3

Attachment of Restraints to the Structure D5.1.4

OVERSIZED BASEPLATES FOR ISOLATORS & BRACKETS

Oversized Baseplates – How They Work & Why Use Them D5.2.1

Oversized Baseplates – Capacities and Selection Guide D5.2.2

WALL MOUNTED EQUIPMENT

Forces Transferred between Equipment and Restraints D5.3.1

Attachment of Equipment to Structure D5.3.2


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www.kineticsnoise.com/SeismicBook/Pdfs/D5/D5.1.1 - Floor Mounted Equipment Primer.pdf

www.kineticsnoise.com/SeismicBook/Pdfs/D5/D5.1.1 - Floor Mounted Equipment Primer.pdf

www.kineticsnoise.com/SeismicBook/Pdfs/D5/D5.1.2 - Forces Transferred Between the Equipment & Restraint.pdf

www.kineticsnoise.com/SeismicBook/Pdfs/D5/D5.1.2 - Forces Transferred Between the Equipment & Restraint.pdf

www.kineticsnoise.com/SeismicBook/Pdfs/D5/D5.1.3 - Attachment of Equipment to Restraints..pdf

www.kineticsnoise.com/SeismicBook/Pdfs/D5/D5.2.1 - Oversized Base Plates - How They Work.pdf

www.kineticsnoise.com/SeismicBook/Pdfs/D5/D5.2.2 - Oversized Base Plates - Capacities and Selection.pdf

www.kineticsnoise.com/SeismicBook/Pdfs/D5/D5.2.2 - Oversized Base Plates - Capacities and Selection.pdf



www.kineticsnoise.com/SeismicBook/Pdfs/D5/D5.1.4 - Attachment of Restraints to Structure..pdf

www.kineticsnoise.com/SeismicBook/Pdfs/D5/D5.1.4 - Attachment of Restraints to Structure..pdf




DOCUMENT:

D5.1.1

FLOOR MOUNTED EQUIPMENT PRIMERPAGE 1 OF 6 RELEASE DATE: 11/05/07

Floor Mounted Equipment Primer

Introduction:

This section will deal with the basics of the Kinetics Seismic Certification analysis for floormounted equipment and the basic location and placement of the required isolators orrestraints around the perimeter of the equipment. Also, there will be a general discussionconcerning the required number and size of fasteners at each isolator or restraint location.

We will begin the discussion with seismic isolators and restraints that have three axisrestraint elements. Table D5.1.1-1 is a listing of the common isolator and restraint modelshaving tri-axial restraints offered by Kinetics Noise Control.

Table D5.1.1-1: Typical Kinetics Tri-axial SeismicIsolator and Restraint Models.

IsolatorModels

RestraintModels

FHS HS-5FLS HS-7

FLSS KSMSFMS FMS

KRMS ------------

Kinetics Seismic Certification Analysis Program:

Figure D5.1.1-1 shows a typical arrangement for these types of devices around a typicalpiece of equipment. The piece of equipment in Figure D5.1.1-1 may be a generator on aninertia base located on a concrete housekeeping pad. The Kinetics Seismic Certificationanalysis program calculates the code values for horizontal and vertical seismic forcesacting on the equipment. These seismic forces are applied at the center of gravity (C.G.)of the equipment. The horizontal seismic force may come from any direction. So, theprogram will cycle through a full 360° to determine the worst case loading condition for theisolators or restraints. Then the program will compute the forces acting at each isolator orrestraint location, and then compare these values to the allowable limits for the selectedisolator or restraint model and size. These allowable limits are based on the strength ofthe isolator or restraint components as well as the strength of the attachment of theisolator to the structural steel framing of the building. One half of the lower of these twovalues then defines the allowable limit for the isolator or restraint. If the isolator or restraintis to be attached to concrete, the concrete anchors are evaluated separately. The KineticsSeismic Certification program will print out the safety factor for each isolator or restraint,


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the safety factor for the bolts required to attach the isolator to the building’s structuralsteel, and the safety factor for the concrete anchors that fit the holes in the isolator orrestraint mounting plate. Also included in the information will be the number of bolts oranchors required for each isolator or restraint location.

Occasionally the anchorage to concrete is insufficient when using the anchor size,number, and spacing provided by the standard base plate on the isolator or restraint. Inthese cases the Kinetics Seismic Certification program will recommend a standardoversized base plate to be used with the isolators/restraints. For a discussion on theKinetics Noise Control oversized base plates see Documents D5.2.1 and D5.2.2.

BA/2

A

1

5

3

6

2

4

B/2

Figure D5.1.1-1: Typical Equipment and Isolator or Restraint Layout.

Isolator or Restraint Locations:

The isolator or restraints are located of the geometric center lines of the equipment asindicated in Figure D5.1.1-1. On the Kinetics Seismic Certification sheet there is aschematic of the plan view of the equipment showing the general isolator or restraintlocations. An example of this schematic is shown in Figure D5.1.1-2. The ATTACHMENTPOINT numbers in Figure D5.1.1-2 correspond to the isolator or restraint numbers inFigure D5.1.1-1. Isolators or restraints 5 and 6 in Figure D5.1.1-1 are represented by theunnumbered ATTACHMENT POINTS in Figure D5.1.1-2. Note that the odd numberedisolators or restraints are always on one side of the equipment, and the even numberedIsolators or restraints are on the other. If there are more than three pairs of isolators orrestraints, they should be spaced as evenly as possible along the length of the equipmentbetween pair 1 & 2, and pair 3 & 4 starting with pair 5 & 6 closest to pair 1 & 2. This is


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further illustrated in Figures D5.1.1-3 through D5.1.1-5. These figures represent the planview of a typical air handling unit that is restrained with Kinetics Noise Control ModelKSMS Seismic Equipment Brackets. In these figures the terms L and W are the overalllength and width of the equipment respectively. Dimensions A and B are the dimensionsthat establish the isolator/restraint locations. The variable N represents the number ofisolators/restraints.

1 3

2 4

ATTACHMENT POINT

CGEy

Ex

B/2

A/2

A

B

Figure D5.1.1-2: Seismic Certification Isolator or Restraint Location Schematic.

1

2

3

4

B

B/2

L

L/2

W/2

W

A/2

A

Figure D5.1.1-3: Typical of Four Isolator or Restraint Locations.


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5

6

1

2

3

4

B

B/2

L

L/2

W/2

W

A/2

A

Figure D5.1.1-4: Typical of Six Isolator or Restraint Locations.

5

8

7

6

A/(N-1)

A

A/3

A/2

W/2

W

L/2

L

B

B/21

2

3

4

Figure D5.1.1-5: Typical of Eight or More Isolator or Restraint Locations.


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Bolt/Anchor Number & Size and Weld Size & Length:

In general, the number of bolts or anchors used to attach the isolator/restraint to thebuilding structure and their size are specified on the Kinetics Seismic Certification sheet.The bolts may be ASTM A-307, SAE Grade 2, or better. In some instances, they may beASTM A-325, SAE Grade 5 or better. However care must be taken if ASTM A-490 orSAE Grade 8 bolts are used. These fasteners are made from highly heat treated steelsand may behave in a brittle manner in service. The concrete anchors certified by KineticsNoise Control for use with isolators and restraints sold by Kinetics Noise Control areModel KCAB Seismically Rated Wedge – Type Anchors, Model KUAB SeismicallyRated Undercut Type Anchors and KCCAB Seismically Rated Cracked ConcreteType Anchors. The use of adhesive type concrete anchors or non-wedge type, or non-undercut type anchors are not currently approved by Kinetics Noise Control.

In lieu of proper documentation, the appropriate bolt or anchor size may be determined bythe size of the holes in the mounting plate or the oversized base plate. Table D5.1.1-2 willbe useful in obtaining the proper bolt or anchor size.

Table D5.1.1-2: Bolt or Anchor Size vs. Hole Size

HoleSize(in)

Boltor

AnchorSize(in)

5/16 1/47/16 3/89/16 1/2

11/16 5/813/16 3/415/16 7/81-1/16 11-3/16 1-1/81-5/16 1-1/4

Unless otherwise specified by Kinetics Noise Control, all of the mounting holes in theisolator or restraint mounting plate or the oversized base plate are to be used with theappropriate sized fastener to attach the isolator or restraint to the building structure.


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If the isolator or restraint is to be attached to building structure by welding, the weld sizeand the linear length as well approximate locations will be specified on the KineticsSeismic Certification sheet. The welds specified will have the same strength as the propernumber and type of bolts for the most highly loaded isolator or restraint.


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DOCUMENT:

D5.1.2

FORCES TRANSFERRED BETWEEN THE EQUIPMENT & RESTRAINTPAGE 1 OF 3 RELEASE DATE: 11/05/07

Forces Transferred Between the Equipment & Restraint

Introduction:

Due to the nature of certain seismically restrained isolators, and certain types of seismicrestraints, the forces that are transferred between the equipment and the restraint, andthe restraint and the ground are not what would be normally expected from the normalstatic force analysis. In this document we will discuss the basic types of restraints andisolators, and point out the effects that each will have on the magnitude of the forcestransferred.

The newer building codes such as the IBC Code family and TI-809-04 have mandateddesign seismic forces that are much larger in magnitude than were previously specified inthe older model building codes. This means that the restraints that will be specified,oversized base plates that will be required, and the building structure required to supportthe equipment with its isolators, and/or restraints will all increase in size and capacity.

Basic Restraint Types:

The most basic types of restraints are those with built in clearance, and those without builtin clearance. The following list shows the basic restraint types with the Kinetics NoiseControl Models that apply to each.

1.) Restraints with Built In Clearance: Tri-Axial Restraints – HS-5, HS-7,and FMS; Bi-Axial Restraints – HS-2; Single-Axis Restraint – HS-1.

2.) Restraints without Built In Clearance: KSMS

The restraints with built in clearance are used primarily for three reasons. First this type ofrestraint is used when free standing steel coil springs are specified for isolation of theequipment. This allows the equipment to move, vibrate, slightly when operating withoutcontacting the restraints. Second they may be used for equipment that is sitting on thefloor and has no provisions to allow it to be attached solidly to the building structure, suchas mounting feet or a structurally sound base. Third, certain models of this type ofrestraint, such as the HS-1, may be added after the equipment has been installed and isoperational, if there is enough space on the floor or housekeeping pad.

When restraints with built in clearance are used, the engineer, contractor, equipmentsupplier, and building owner need to be aware that impact forces greatly in excess of thebasic code values for the horizontal and vertical seismic forces may be transferredbetween the equipment and the restraint. These built in clearances allow the equipment tobe accelerated relative to the restraint. When the restraint is finally contacted, theequipment has generated an appreciable amount of kinetic energy that must bedissipated in the restraint. If the contact forces are stiff, the impact forces will be large. If


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the contact surfaces are relatively soft, the impact forces will be smaller in magnitude.This phenomenon is discussed in Document T3.1.1 of the Kinetics Vibration IsolationManual. In this document, a Kinetics Noise Control Model HS – 1 – 2000 was studied.The Impact Factor, IP, is defined as the ratio of the earthquake acceleration rate dividedby the restraint deceleration rate. For a 500 lb piece of equipment, the Impact Factorvaried from a high value of 4.56:1 with an earthquake input acceleration of 0.25 g to a lowvalue of 1.62:1 with an earthquake input acceleration of 2.00 g. Please realize that thesevalues are the product of a simplified analysis. However, the physics is sound, and theneed to address higher impact forces than the basic code values is adequatelydemonstrated.

In an effort to address this impact between the equipment and the restraint, the newercodes require that an Impact Factor of 2:1 be applied to the basic computed seismicforce. Depending on the design of the restraint and the magnitude of a seismic event, thisfactor may or may not, be representative of the actual acceleration values encountered inservice, however, it is a good point from which to begin.

The equipment manufacturers must to be cognizant of these impact forces as they willaffect the reliability of their equipment. They must be considered when designingequipment that will be certified under the provisions of the 2000 IBC for continuedoperation after an earthquake for facilities that are categorized as essential or hazardous.

For restraints with built in vertical clearance, the forces that resist the overturning of theequipment are concentrated at the corner restraints. This sometimes leads to thenecessity to select restraints and/or oversized base plates that seem to be larger thancommon practice would normally recommend.

The restraints without built in clearance used to mount rigid equipment will not have theimpact force issues that the restraints with clearance have. Also, the forces that resistoverturning are more-or-less evenly distributed between the restraints. These restraintsare equivalent to solid mounting the equipment using the mounting feet provided by theequipment manufacturer. These restraints may also be used in conjunction with the pre-existing mounting feet on the equipment to provide additional restraint as required by thecode provisions.

Basic Seismic Isolator Types:

The isolators that utilize steel coil springs fall into two basic types as shown below withKinetics Noise Control models that typify each type.

1.) Contained Spring Seismic Isolators: FHS with an Oversized BasePlate; FLS; FLSS; and FMS. In these isolators, when the equipmentmoves upward, and the vertical restraint is contacted, the springforce is not added to the loads in the bolts, anchors, or welds that


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attach the isolator to the building structure. The spring forces are,thus, tied up in the isolator housing.

2.) Uncontained Spring Isolators: FHS without an Oversized BasePlate, or any tri-axial restraint arrangement where the isolator is aseparate component from the restraint and is supported directly bythe building structure. In this type of isolator, when the equipmentmoves upward and contacts the vertical restraint, the spring forceis added to the loads in the bolts, anchors, or welds.

For all of the seismic isolator types listed above, the seismic restraint is a tri-axial typewith built in clearance. As such, the previous discussion concerning restraints with built inclearance will apply to these products as well. Also, the forces that resist the overturningof the equipment will tend to be concentrated at the corner isolator locations in a similarfashion.

The Kinetics Noise Control Model KRMS Seismic Neoprene Isolator falls in to thecategory of a restraint/isolator assembly without built in clearance. The vertical restraintsforces are carried entirely though the housing to the bolts, anchors, or welds attaching theisolator to the building structure. So, it does not fall into either the category of restrainedspring, or unrestrained spring. It exhibits the characteristics of both, and must be treatedaccordingly.


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DOCUMENT:

D5.1.3

ATTACHMENT OF EQUIPMENT TO RESTRAINTSPAGE 1 OF 4 RELEASE DATE: 10/23/04

Attachment of Equipment to Restraints

Introduction:

Restraints can be attached to equipment in a number of ways. The most obvious is bydirectly bolting the equipment mounting face or stud on the restraint devise to theequipment via a factory provided hole in the equipment. Unfortunately many pieces ofequipment (particularly those not initially designed for seismic service) do not includemounting provisions. In some cases, several independent components make up thepiece of equipment and often, if provided, holes are not well located or of appropriate sizefor direct connection to the restraint device.

Wherever the restraints are attached to the equipment, the equipment manufacturer mustoffer assurances that the application of seismically generated forces at these locations willnot exceed the structural capabilities of the equipment. When reviewing the forces, themanufacturer must take into account shear, tensile and bending forces at the connectionpoints.

Equipment Directly Bolted to Restraints:

Where equipment can be directly bolted to the restraints and where the pattern isreasonably appropriate, this is the most appropriate method to use. The installer shouldrefer to the certification that was performed on that particular piece of equipment andensure that the number of attachment points and geometry used are consistent with themounting pattern on the equipment. If the computation addressed several similar piecesof equipment, the spacing used would have been the smallest of all of those included inthe analysis (as this would be the worst case). As such, if the actual bolt pattern found onthe equipment is larger than that used in the analysis, mounting using the larger pattern isquite acceptable and would not negate the analysis.

It is further assumed, when performing an analysis or certification, that the hardware usedmatches the holes or studs in the restraint device. It is not permitted to downsize thishardware relative to that originally intended for the restraint. If the hole in the equipmentis larger than the restraint hardware, it must be “fitted” to the bolt used in the restraint.This can be done by welding a washer plate to the equipment, adding a sleeve or using agrommet such as the Kinetics “TG” grommet. The hole size cannot exceed the nominalhardware diameter by more than 1/8”.

If the hole in the equipment is smaller than the size required by the restraint, it must eitherbe enlarged (with the equipment manufacturer’s knowledge and permission) or theequipment must be fitted with an appropriately sized adapter to allow the use of the largerhardware.


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D5.1.3


Equipment Welded to Restraints:

In many instances, there is no provision for bolt down attachment of the equipment, thearrangement is not conducive to seismic restraint or the bolt attachment provisions aresimply inadequate. In these cases, welding is the most common method of attachment.Optional welding information is provided on Kinetics Noise Control’s standard Certificationdocument. Where this information is not provided, but the acceptable bolt size is knownand bending forces are not significant, the following table can be used to size the weldbased on the bolt size.

1/8 3/16 1/4 3/8 1/2 1/8 3/16 1/4 3/8 1/2Bolt Dia Weld Weld Weld Weld Weld Weld Weld Weld Weld Weld

0.25 1.11 0.74 0.56 0.37 0.28 2.44 1.63 1.22 0.81 0.610.375 2.50 1.67 1.25 0.83 0.62 5.50 3.67 2.75 1.83 1.370.5 4.44 2.96 2.22 1.48 1.11 9.78 6.52 4.89 3.26 2.44

0.625 6.94 4.63 3.47 2.31 1.74 15.27 10.18 7.64 5.09 3.820.75 10.00 6.67 5.00 3.33 2.50 22.00 14.66 11.00 7.33 5.500.875 13.61 9.07 6.80 4.54 3.40 29.94 19.96 14.97 9.98 7.48

1 17.77 11.85 8.89 5.92 4.44 39.10 26.07 19.55 13.03 9.78

Weld Equivalents to A307 Hardware Weld Equivalents to A325 Hardware

Weld Length in Inches that are Equivalent to 1 Bolt

When using the above table, each weld used should be approximately centered at therestraint location indicated in the analysis. In addition the leg size must not be larger insize than the thickness of either of the materials that are being welded together. Weldsshould be made to structural members within the equipment and should not be performedwithout the knowledge and approval of the equipment manufacturer.

Intermediate Structure:

Intermediate structures are used for a number of reasons. First, cases where theequipment is not structurally adequate for the direct attachment of the restraints. Second,cases where the equipment is “floated” on springs and there are multiple individualcomponents that must be held in proper alignment with one another. Occasions whenmass must be added to the system for stability can require an intermediate structure andlastly, when the type of restraint or isolator desired is not directly compatible with the typeof mounting arrangement available on the equipment.

If an intermediate structure is fitted, this structure must be designed to withstand the fulllocal restraint loads at their points of attachment and must interface with the equipment insuch a fashion that the forces transmitted to the equipment are within the structuralcapabilities of the equipment. One of the biggest benefits of the use of intermediateframes is to distribute the high point loads (and often bending loads) that can be applied


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D5.1.3


by the restraint components over several connections to the equipment. In the case ofbending loads, intermediate structures can sometimes prevent them from beingtransmitted into the equipment at all.

Cautions and Equipment Durability Design Factors:

When connecting restraints to equipment, they must be connected in such a way as to be“permanently” connected. They cannot be connected to removable panels, doors orcovers. They also must not be located in such a way that they obstruct removable panels,doors or covers.

Care must be taken to ensure that the equipment has the capability to resist the seismicloads (particularly bending). Shear and Tensile forces can be obtained directly fromCertification documents. These forces act at the center of the snubbing elements in therestraint device. Bending can be determined by factoring in the distance in the horizontaland vertical axis between the center of the snubbing element and the center of themounting face or stud at the equipment surface.

The maximum moment that the equipment must be capable of withstanding is the sum ofthe horizontal and vertical moments. The Horizontal moment is the peak horizontal forcefrom the analysis multiplied by the vertical distance from the snubber centerline to thecenter of the mounting surface face. This must be added to the peak vertical forcemultiplied by the horizontal distance between the snubber centerline and the center of themounting surface face.

For floor mounted equipment, the peak vertical force is compressive and depending onthe restraint type, may not be the uplift force listed in the standard certification document.If the restraint is separate from the support system or if the spring force is not trappedwithin the isolator housing (For example an FHS without an oversized baseplate), theuplift force is the appropriate number to use. If the support system does not include aspring or if a spring is used, but it is trapped within a restraint housing (For example and


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FLS), the peak vertical force equals the dead load (expressed as a positive number) plusthe uplift force as listed in the standard certification document.

Below is listed some typical output data in which the worst case location is Loc 4. For it,the peak horizontal force would be 775 lb. If the restraint device in this instance includeda fully contained spring coil (like an FLS) the peak vertical force would be 976 (The staticload expressed as a positive number), + 728 (the uplift load) according to the procedureabove. In this case, it works out to be 1704 lb.


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DOCUMENT:

D5.1.4

Attachment of Restraints to StructurePAGE 1 OF 4 RELEASE DATE: 11/03/04

Attachment of Restraints to Structure

Introduction:

Unlike the connection between restraints and equipment (which is almost always a metalto metal connection), the connection to structure can be made to a wide variety ofmaterials. The most frequent connection is to concrete, but connections to structuralsteel, wood and gage materials are also common. As the structural connection has thepotential to be the weakest link in the anchorage chain, proper treatment is critical.

In addition to being critical to the anchorage of the equipment, the structural connectionalso has the potential to impact the durability of the structure. Because of this, allconnections to structure should be reviewed with the engineer of record prior toinstallation to ensure that the attachment method chosen can not result in a structuralweak spot that can cause an unintended failure in the building or other dangeroussituation.

Of particular concern are the following:1) Connections to structural steel involving drilling holes or otherwise weakening the

structure.2) Connections to post-tensioned concrete slabs involving drilling into the slab.3) Bolt or screwed connections to the narrow edge of wooden beams.4) Any connections to gage material.

Connections to Concrete

Because of the brittle nature of concrete, it is particularly susceptible to failures that resultfrom the pounding loads generated by earthquakes. As a result, the anchors selectedmust be sized conservatively. While cast in place anchors are preferable from a loadingstandpoint, the ability to properly locate them at the time of the pour is very low and theyare rarely used in equipment mounting applications. If this hurdle is overcome, they canbe sized using conventional anchor sizing procedures as identified in the current versionof ACI 318.

Most commonly, post-installed anchors are used. While these can be installed at the timethe equipment is placed, they do not have the same positive grip as to the cast in placeanchors. As a result, reduced capacities based on ICBO/ICC tests must be used andfrequently factors are added to increase the design forces used in the analysis to furtherensure that the anchors will remain functional.

For equipment that is mounted on springs, wedge type anchors are preferred. Theseanchors are relatively easy to install, continue to expand as they are exposed to tensileloads and offer added confidence that they will continue to function, even in crackedconcrete.


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Also used in floor mounted applications are adhesive anchors. These offer goodperformance, but the installation is more critical. They are unacceptable for overheadapplications or in areas where they could be subjected to chemical attack however.

Although other anchors types can be used (provided they have an ICBO/ICC rating), theirallowed capacities are such that they are not viable alternates. Kinetics Noise Controlprovides seismically rated wedge type anchors for most applications.

When equipment is not isolated and is under 10 hp, the same wedge anchors used abovecan be selected. If the equipment is isolated however, depending on the building code ineffect for the project, undercut anchors may be required. These anchors require that ahole be drilled and then be modified to include an oversized pocket at their base. Thesepockets can be created with a special tool or in some cases, can be cut with the anchoritself. These pockets offer a more positive lock for the bolt than can be obtained with awedge type anchor.

When using post-installed concrete anchors, all anchors are to be embedded 8 boltdiameters and must retain at least a 1” cover of concrete between the bottom of the holeand the opposite face of the concrete. For slabs on grade, this value should increase toat least 1-1/2”. Because of this requirement, the size of the thickness of the concrete hasa direct impact on the maximum permitted anchor size. For instance, if the slab to whichthe equipment is to be attached is 4” thick, this means that with 1” of cover, the maximumembedment can be 3” and thus the maximum anchor size can only be 3/8” diameter. Ifthe required anchor is larger than this, some special treatment of the floor slab is required.

All anchors are rated for installation into a single, uninterrupted layer of concrete.Because of this, unless poured at the same time and as one piece with the floor slab, theadded thickness of a housekeeping pad cannot be added to the floor slab thickness whendetermining the maximum allowed anchor embedment. Instead, the housekeeping padby itself, must be adequately thick to accommodate the anchors and must be tied with anarray of smaller anchors to the structural floor. There is more information on designinghousekeeping pads in the appendix of this manual.

Because post-installed anchors are dependent on friction for their capacity, it is criticalthat they are torqued to the appropriate level. Also, because anchors of similar sizes asmanufactured by different manufacturers do not possess equal capacities, it is notpermissible to substitute away from those that were assumed in the evaluation andcertification process. All Kinetics Certifications are based n the use of Kinetics NoiseControl provided anchors, torqued in conformance with the anchor torquing data providedin the submittal information and also available in the product section of this manual.

An optional attachment method is to through drill floor slabs above grade and install therestraint device using bolts and nuts. If this is done, any factors that may have been used


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D5.1.4


in the analysis to derate the anchors, can be ignored.

A second option is to cast an oversized embedment plate into the floor in theapproximately location of the required restraint device. This plate can be interfaced withthe steel reinforcement in the slab to ensure that it will not pull out. When the equipmentis installed at some later time, the restraints can be welded to the embed plate and theentire restraint arrangement can be treated as though it was attached to concrete.

Connections to Structural Steel

There are two different types of steel structures to which equipment may attach. The firstis a purpose built structure that was designed specifically to support the equipment beingrestrained and the second is a structure whose primary design intent is based on thecapacity of the building envelope to withstand building design loads.

In the first case, attachment holes are common and have typically been accounted for inthe design of the structure. The use of bolts to attach the equipment is common practice,but should be coordinated with the structure’s designer.

In the second case however, the attachment of equipment is really an afterthought. Whilethe structure would globally have been designed to have adequate capacity for both itsintended building function and equipment support, the addition of holes or locally appliedstress concentration can weaken it to the point that serious building structural issues canemerge. Under no circumstances should the structure be modified in such a way that itwould be weakened without prior review of the structural engineer of record.Connections to the building structure are normally accomplished by welding componentsto the structure. These components can include holes or other bolting provisions. If theattachment process involves the removal of fire proofing material on the steel, it must bereplaced prior to completion.

When fitting bolts, they are not permitted to exceed the nominal hardware size by morethan 1/8”. Thus the largest hole permitted for a 5/8” bolt is 3/4”. Slotting this hole foralignment is not permitted and if required, the hole must be repaired to limit the clearanceto 1/8” prior to the installation of hardware. All bolts are to be tightened in conformancewith normal practice.

Connections to Wood

There are a wide variety of wood sections to which people attach equipment. Theserange from heavy timber members and engineered lumber to roof sheeting. Whenseismically restraining equipment, connections should be made to structural grade or“engineered” lumber.

Where possible, the preferred connection is to through-bolt the wood member and


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incorporate a load spreading washer plate (or fishplate) on the back side of the wood toprevent crushing.

Where it is necessary to screw into the wood, lag screws inserted into properly drilledholes can be used providing the following rules are followed:1) The edge distance from the center of the screw hole to the edge of the wooden

member in which it is inserted must be at least 1-1/2 bolt diameters.2) The end distance (from the bolt to the end of the wooden member in the direction of

the grains axis must be at least 7 bolt diameters.3) Spacing between bolts must be at least 4 bolt diameters.4) Embedment is adequate for the design loads expected.

Of these items, the first 3 are relatively straightforward. The last item is more ambiguousand needs further explanation. The bolt capacity is a function of many factors and shouldbe sized specifically for the application under review. The density and type of the wood,the angle of the screw relative to the grain and the redundancy of the connections all havesignificant impact on the rating of the connection. In order to achieve the full ratedcapacity of the restraint device (if connected with lag screws), the limiting capacity of thescrew must be a metal failure in the screw itself. In general, this means that for areasonably dense grade of structural lumber and a screw mounted at 90 degrees to thegrain axis, an embedment depth of 9 diameters is needed to achieve full capacity.Further information on the design of lag screw connections is available in the NDS/ASDNational Design Specification for Wood Construction Manual published by AmericanForest and Paper Association / American Wood Council or Section A7.3 in the Appendixportion of this manual.

As with connections to steel, it is mandatory that the structural engineer of record is awareof and approves connections to wood structures because of the possible adverse affectthat equipment attachment might have on the ability of the structure to carry primarybuilding loads.

Connections to Gage Materials

The most common applications that involve connections to gage materials involve curbsand roof mounted equipment. In these cases, if light equipment is involved (likemushroom fans), connections directly to sheet metal can frequently be adequate. In orderto be successful however, the connections need to be made up of a series of smallfasteners spaced evenly around the component being anchored. In general, applicationsinvolving screws larger than #10 cannot be directly connected to gage materials.

Where these connections can be made, it is also mandatory that the gage materialsthemselves are also attached to larger structural elements with a series of smallerconnections. Again these must be designed such that the can transfer any seismic loadsforced into them by the equipment back into the structure without damage.


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DOCUMENT:

D5.2.1

OVERSIZED BASE PLATES – HOW THEY WORK & WHY USE THEMPAGE 1 OF 7 RELEASE DATE: 10/1/04

Oversized Base Plates – How They Work & Why Use Them

The normal design philosophy for Kinetics Noise Control, when designing a new seismicisolator or restraint, is to size the components to allow the smallest package when theisolator or bracket is to be attached to the structural steel of the building. This means thatthe mounting fasteners and the footprint of the isolator or bracket optimized for theattachment to steel. As a result, the maximum capacity of the isolator or bracket can notbe utilized when it is to be attached to concrete using either wedge type anchors or eventhe undercut type concrete anchors.

An isolator or bracket that is designed to optimize the capacity of the concrete anchorswould have a footprint and fastener requirement that would be way too large for efficientattachment to structural steel. Also, we at Kinetics Noise Control feel that it would beprohibitively expensive to design one complete line of isolators or brackets for attachmentto steel, and another complete line of isolators or brackets for attachment to concrete.Therefore, we design to optimize the isolator or bracket for attachment to structural steel,and employ the appropriate oversized base plate for an application that specifiesattachment to concrete.

The oversized base plate is typically a square piece of steel plate with four anchor holesin it. The isolator or bracket is welded more-or-less to the center of the plate with therecommended amount of weld for attaching the isolator or bracket to structural steel. Thisoversized base plate allows us to use an anchor size larger than would be allowed by themounting holes in the isolator or bracket. Also, the oversized base plate will allow us tospace the anchors far enough apart to take full advantage of the allowable loadspublished for the concrete anchors. A typical wedge type concrete anchor, when loaded,tends to produce a cone shaped stress field where the point of the cone is at theembedded end of the anchor, and the large end of the cone is at the surface of theconcrete. When the anchors are too close together, these cone shaped stress fields willinteract and reduce the allowable capacities of the anchors.

Basic Analysis for Oversized Base Plates:

Shown in Figure D5.2.1-1 is a typical oversized base plate with an isolator or bracketattached to it at the center of the plate. In this figure, L is the length and width of the baseplate and t is the thickness of the base plate. The variable d represents the anchor size,or diameter, to be used with the base plate. The height H is the distance from mountingsurface of the isolator or bracket to the center of the restraint. The seismic force isrepresented by Fh for the horizontal component of the seismic force, and Fv for the verticalcomponent of the seismic force. The force component Fh is assumed to act at the centerof the restraint, and the force component Fv acts act the center of the base plate. Therewill be three analyses, one for Fv = 0, one for Fh = 0, and on where Fh = Fv.


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D5.2.1

OVERSIZED BASE PLATES – HOW THEY WORK & WHY USE THEMPAGE SERIES 2 OF 7 RELEASE DATE: 10/1/04

L

1.5d L-3d

L

1.5d

L-3d

4X ØdANCHORS

#2#1

#3E

dge

0-0

#4 ISO

LATO

R -

BRAC

KET

t

H

Fv

Fh

Edge 0-0

Figure D5.2.1-1: Typical Oversized Base Plate.

Case 1: Fv = 0

In this case, the base plate will tend to tip around Edge 0-0. The analysis is based on thefollowing assumptions.

1.) The base plate acts as a rigid member.2.) The anchors will remain elastic.3.) The deflections and rotations of the base plate will be small.4.) The tension in anchors #1 and #3 will be equal, T1 = T3.5.) The tension in anchors #2 and #4 will be equal, T2 = T4.

Sum moments about Edge 0-0 to determine the tension in the anchors. Counter clockwisemoments will be positive (+).

M0-0 = 0 = 2*T1*[L-(1.5*d)]+2*T2*(1.5*d)-Fh*(H+t) (Eq. D5.2.1-1)

And;

Fh*(H+t) = 2*T1*[L-(1.5*d)]+2*T2*(1.5*d) (Eq. D5.2.1-2)

It is clear that anchors #1 and #3 will be more highly loaded than anchors #2 and #4. So,


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we will ultimately need to determine the tension in anchors #1 and #3. Through theassumptions it is possible to relate the tension in anchors #2 and #4 to the tension inanchors #1 and #3 in a linear fashion as follows.

T2 = T1*{(1.5*d) / [L-(1.5*d)]} (Eq. D5.2.1-3)

Substitute Equation D5.2.1-3 into Equation D5.2.1-2, simplify and solve for T1.

Fh*(H+t) = 2*T1*[L-(1.5*d)]+2*T1*{(1.5*d)2 / [L-(1.5*d)]} (Eq. D5.2.1-4)

Fh*(H+t)*[L-(1.5*d)] = 2*T1*[L-(1.5*d)]2+2*T1*(1.5*d)2 (Eq. D5.2.1-5)

T1 = Fh*(H+t)*[L-(1.5*d)] / {2*[(L-(1.5*d))2+(1.5*d)2]} (Eq. D5.2.1-6)

The anchors will also be loaded in shear. Let’s assume that all of the anchors are loadedequally in shear. The shear load on each anchor, P1, will be as follows.

P1 = Fh / 4 (Eq. D5.2.1-7)

The base plate thicknesses were selected in order to make the anchors the limitingcomponents for values of H up to and including 20 inches. The stress in the base plate isestimated by assuming that the base plate is a beam with both ends fixed, and a coupleMo applied to the center of the beam, as shown in Figure D5.2.1-2.

Mo

LL-3d

(L-3d)/21.5d

Figure D5.2.1-2: Assumed Base Plate Loading Arrangement for Case 1.


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/04

Because the isolator or bracket will be rather large, the center of the base plate will not besubjected to a great deal of bending. The maximum bending will occur at the anchorholes. The maximum applied moment in the at the anchor holes is;

M = Mo / 4 (Eq. D5.2.1-8)

The applied moment may be approximated as;

Mo Fh*H (Eq. D5.2.1-9)

Then;

M = Fh*H / 4 (Eq. D5.2.1-10)

In general, the bending stress, sb, in the base plate is given by;

sb = M*c / I (Eq. D5.2.1-11)

In this equation, c is the distance from the neutral axis to the outer fibers of the beam, andI is the area moment of inertia of the beam cross-section. For all of the cases presented inthis document, I and c have the following values.

I = L*t3 / 12 (Eq. D5.2.1-12)

And;

c = t / 2 (Eq. D5.2.1-13)

The final form of the bending stress equation will be as follows.

sb = 3*Fh*H / (2*L*t2) (Eq. D5.2.1-14)

The allowable bending stress, sA, is;

sA = 0.6*Sy (Eq. D5.2.1-15)

Sy is the yield strength of the base plate.

The factors of safety for the anchors and the base plate are now computed. For eachcase they must be greater than or equal to 1.00. For the anchors, the factor of safety is;

F.S. = {1 / [(T1 / TA)5/3+(P1 / PA)5/3]} 1.00 (Eq. D5.2.1-16)


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In the above equation, TA and PA are the allowable tension and shear loads for theanchors being used. The factor of safety for the base plate is given by;

F.S. = sA / sb 1.00 (Eq. D5.2.1-17)

Case 2: Fh = 0

Since the base plate has been assumed to be rigid and the deflections have beenassumed to be small, there will be little or no prying action on the anchors due to thevertical component of the seismic force Fv. Also, since Fh = 0, there will be no shearforces acting on the anchors. The vertical component of the seismic force will be equallydistributed between the four anchors, and;

T1 = Fv / 4 and P1 = 0 (Eq. D5.2.1-18)

The maximum bending will occur at the anchor holes. The base plate loading for Case 2is shown in Figure D5.2.1-3.

(L-3d)/2

L

1.5d L-3d

Fv



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The maximum applied moment in the at the anchor holes is;

M = Fv*(L-3*d) / 8 (Eq. D5.2.1-19)

Substitute Equations D5.2.1-12, D5.2.1-13, and D5.2.1-19 into Equation D5.2.1-11 toobtain the maximum bending stress in the base plate.

sb = 3*Fv*(L-3*d) / (4*L*t2) (Eq. D5.2.1-20)

Case 3: Fh = Fv = Fc

This is the combined loading case that helps determine the final shape of the capacityenvelope for the base plate. Again, we will sum moments about Edge 0-0 to determinethe maximum tension in the bolts. All of the assumptions that applied to Case 1 will applyfor Case 3.

M0-0 = 0 = 2*T1*[L-(1.5*d)]+2*T2*(1.5*d)-Fc*(H+t)- Fc*L/2 (Eq. D5.2.1-21)

And;

Fc*(2*H+2*t+L)/2 = 2*T1*[L-(1.5*d)]+2*T2*(1.5*d) (Eq. D5.2.1-22)

Substitute Equation D5.32.1-3 into Equation D5.2.1-22, solve for T1.

Fc*(2*H+2*t+L)/2 = 2*T1*[L-(1.5*d)]+2*T1*{(1.5*d)2 / [L-(1.5*d)]} (Eq. D5.2.1-23)

Fc*(2*H+2*t+L)*[L-(1.5*d)]/2 = 2*T1*[L-(1.5*d)]2+2*T1*(1.5*d)2 (Eq. D5.2.1-24)

T1 = Fc*(2*H+2*t+L)*[L-(1.5*d)] / {4*[(L-(1.5*d))2+(1.5*d)2]} (Eq. D5.2.1-25)

The anchors will be also be loaded in shear, and this shear load may be estimated usingEquation D5.2.1-7.

The maximum bending will occur at the anchor holes in this case as well. The base plateloading for Case 3 is shown in Figure D5.2.1-4. The maximum bending moment at thebolt holes will be,

M = Mc/4+Fc*(L-3*d)/8 (Eq. D5.2.1-26)

Mc = Fc*H (Eq. D5.2.1-27)


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Fc

L

1.5d L-3d

Mc

(L-3d)/2


M = Fc*H/4+Fc*(L-3*d)/8 (Eq. D5.2.1-28)

M = (Fc/8)*[2*H+L-3*d] (Eq. D5.2.1-29)

Substitute Equations D5.2.1-29, D5.2.1-12, and D5.2.1-13 into Equation D5.2.1-11 toobtain the bending stress in the base plate.

sb = 3*Fc*(2*H+L-3*d) / (4*L*t2) (Eq. D5.2.1-30)

The results of this analysis are presented and their applications are discussed inDocument D5.2.2.


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DOCUMENT:

D5.2.2

OVERSIZED BASE PLATES – CAPACITIES AND SELECTION GUIDEPAGE 1 OF 12 RELEASE DATE: 10/1/04

Oversized Base Plates – Capacities and Selection Guide

In Document D5.2.1 it was shown why oversized base plates are used with Kinetics NoiseControl designed seismic isolators and brackets when attaching to structural concrete.This document also showed how the oversized base plates were intended to work, andgave the mathematical basis for computing the capacities for square base plates withvarying isolator/bracket heights. This document is intended to show the capacities for thecurrent family of Kinetics Noise Control oversized base plates, and provide someguidance in selecting the proper one for a given application.

Currently, Kinetics Noise Control has a standard series of square oversized base platesthat follow the form shown in Figure D5.2.2-1. The dimensional data for the series isprovided in Table D5.2.2-1.

L

1.5d L-3d

L

1.5d

L-3d

H

t

4X ØdANCHORS

ISO

LATO

R -

BRAC

KET

Figure D5.2.2-1: Standard Oversized Base Plate Dimensions


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DOCUMENT:

D5.2.2


Table D5.2.2-1: Standard Oversized Base Plate Dimensions.

OversizedBase Plate

Number

SideLength

L(in)

PlateThickness

t(in)

AnchorSize

d(in)

AnchorEmbedment

(in)

01 8.00 0.38 0.38 3.0002 10.00 0.50 0.50 4.0003 12.00 0.50 0.63 5.0004 14.00 0.63 0.75 6.0005 16.00 0.63 0.75 6.00

06-A 20.00 0.75 1.00 8.0006-B 20.00 0.75 1.00 9.0007-A 22.00 0.75 1.00 8.0007-B 22.00 0.75 1.00 9.0008 24.00 1.00 1.25 10.00

Tables and Figures D5.2.5-2 through D5.2.2-11 Define the seismic capacities the of theoversized base plates described in Table D5.2.2-1. These capacities are based onDocument D5.2.1. The isolator/bracket must be located more-or-less in the center of theoversized base plate and Kinetics Noise Control supplied wedge type concrete anchorsmust be used.

Selection of Oversized Base Plates:

1.) Choose an oversized base plate that fits the base plate of the isolator/bracket andallows room enough for welding without interfering with the concrete anchorinstallation.

2.) Determine the distance from the base of the isolator/bracket to the center of therestraint, H.

3.) Determine the horizontal and vertical seismic loads from the Kinetics Noise ControlSeismic Certification sheet for the most highly loaded isolator/bracket, and plot thispoint on the Seismic Capacity Envelope for the selected oversized base plate.

4.) The point from Step 3 should fall under the capacity envelope for the next largervalue of H than that determined in Step 2.

5.) For special cases, linear interpolation may be used to determine the capacityenvelope for the actual value of H determined in Step 2.


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DOCUMENT:

D5.2.2


Oversized Base Plate No. 01: L = 8.00 inches; t = 0.38 inches; d = 0.38 inches

Table D5.2.2-2: Seismic Capacities for Oversized Base Plate No. 01

RestraintHeight

H(in)

HorizontalLoad

Fh; Fv=0(lbs)

VerticalLoad

Fv; Fh=0(lbs)

CombinedLoad

Fc; Fh=Fv(lbs)

1.00 4,310 3,140 1,9304.00 2,280 3,140 1,3158.00 1,315 3,140 915

12.00 915 3,140 70016.00 700 3,140 56520.00 565 3,140 470

0 1 2 3 4 5HORIZ. LOAD X 1000 (lbs)

0

1

2

3

4

VER

T. L

OAD

X 1

000

(lbs) H=1"

H=4"

H=8"H=12"

H=16"

H=20"

Figure D5.2.2-2: Seismic Capacity Envelopes for Oversized Base Plate No. 01


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DOCUMENT:

D5.2.2




RestraintHeight

H(in)

HorizontalLoad

Fh; Fv=0(lbs)

VerticalLoad

Fv; Fh=0(lbs)

CombinedLoad

Fc; Fh=Fv(lbs)

1.00 7,500 4,675 3,0304.00 4,085 4,675 2,1608.00 2,395 4,675 1,555

12.00 1,675 4,675 1,21016.00 1,285 4,675 99020.00 1,040 4,675 840

0 1 2 3 4 5HORIZONTAL LOAD X 1000 (lbs)

0

1

2

3

4

VER

TIC

AL L

OAD

X 1

000

(lbs)

6 7 8

5

H=1"

H=4"H=8" H=12"

H=16"H=20"



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DOCUMENT:

D5.2.2




RestraintHeight

H(in)

HorizontalLoad

Fh; Fv=0(lbs)

VerticalLoad

Fv; Fh=0(lbs)

CombinedLoad

Fc; Fh=Fv(lbs)

1.00 11,845 7,045 4,7004.00 6,995 7,045 3,5008.00 4,230 7,045 2,595

12.00 2,985 7,045 2,06016.00 2,300 7,045 1,70520.00 1,865 7,045 1,450

0HORIZONTAL LOAD X 1000 (lbs)

0VER

TIC

AL L

OAD

X 1

000

(lbs)

2 4 6 8

2

4

6

8

10 12

H=1"

H=4"

H=20"

H=12"H=16"

H=8"



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DOCUMENT:

D5.2.2




RestraintHeight

H(in)

HorizontalLoad

Fh; Fv=0(lbs)

VerticalLoad

Fv; Fh=0(lbs)

CombinedLoad

Fc; Fh=Fv(lbs)

1.00 17,925 8,930 6,2004.00 10,320 8,930 4,7308.00 6,210 8,930 3,580

12.00 4,390 8,930 2,87516.00 3,375 8,930 2,40020.00 2,745 8,930 2,060


0

VER

TIC

AL L

OAD

X 1

000

(lbs)

2 4 6 8

2

4

6

8

10 12 14 16 18

10H=1"H=4"

H=8"H=12"

H=16"H=20"



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DOCUMENT:

D5.2.2




RestraintHeight

H(in)

HorizontalLoad

Fh; Fv=0(lbs)

VerticalLoad

Fv; Fh=0(lbs)

CombinedLoad

Fc; Fh=Fv(lbs)

1.00 18,700 8,930 6,3904.00 11,420 8,930 5,0058.00 7,035 8,930 3,870

12.00 5,010 8,930 3,15016.00 3,875 8,930 2,65520.00 3,155 8,930 2,290


0

VER

TIC

AL L

OAD

X 1

000

(lbs)

2 4 6 8

2

4

6

8

10 12 14 16 18

10

20

H=1"H=4"H=8"

H=12"

H=20"H=16"



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DOCUMENT:

D5.2.2


Oversized Base Plate No. 06-A: L = 20.00 inches; t = 0.75 inches; d = 1.00 inches

Table D5.2.2-7: Seismic Capacities for Oversized Base Plate No. 06-A

RestraintHeight

H(in)

HorizontalLoad

Fh; Fv=0(lbs)

VerticalLoad

Fv; Fh=0(lbs)

CombinedLoad

Fc; Fh=Fv(lbs)

1.00 35,625 13,550 10,1254.00 21,440 13,550 8,2008.00 13,195 13,550 6,525

12.00 9,405 13,550 5,41516.00 7,280 13,550 4,62520.00 5,930 13,550 4,035


0VER

TIC

AL L

OAD

X 1

000

(lbs)

4

8

12

16

4 8 12 16 20 28 32 36 4024

20H=1"

H=4"

H=12"

H=8"

H=16"

H=20"

Figure D5.2.2-7: Seismic Capacity Envelopes for Oversized Base Plate No. 6A


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DOCUMENT:

D5.2.2


Oversized Base Plate No. 06-B: L = 20.00 inches; t = 0.75 inches; d = 1.00 inches

Table D5.2.2-8: Seismic Capacities for Oversized Base Plate No. 06-B

RestraintHeight

H(in)

HorizontalLoad

Fh; Fv=0(lbs)

VerticalLoad

Fv; Fh=0(lbs)

CombinedLoad

Fc; Fh=Fv(lbs)

1.00 39,865 18,855 13,6504.00 26,905 18,855 11,1558.00 17,495 18,855 8,940

12.00 12,725 18,855 7,45016.00 9,945 18,855 6,38020.00 8,140 18,855 5,575


0VER

TIC

AL L

OAD

X 1

000

(lbs)

4

8

12

16

4 8 12 16 20 28 32 36 4024

20H=1"

H=4"

H=12"

H=8"

H=16"H=20"

Figure D5.2.2-8: Seismic Capacity Envelopes for Oversized Base Plate No. 06-B


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DOCUMENT:

D5.2.2


Oversized Base Plate No. 07-A: L = 22.00 inches; t = 1.00 inches; d = 1.00 inches

Table D5.2.2-9: Seismic Capacities for Oversized Base Plate No. 07-A

RestraintHeight

H(in)

HorizontalLoad

Fh; Fv=0(lbs)

VerticalLoad

Fv; Fh=0(lbs)

CombinedLoad

Fc; Fh=Fv(lbs)

1.00 35,275 13,500 10,1354.00 22,210 13,500 8,3608.00 14,065 13,500 6,765

12.00 10,150 13,500 5,67516.00 7,910 13,500 4,88520.00 6,465 13,500 4,290


0VER

TIC

AL L

OAD

X 1

000

(lbs)

4

8

12

16

4 8 12 16 20 28 32 36 4024

20H=1"

H=4"

H=12"

H=8"

H=16"

H=20"

Figure D5.2.2-10: Seismic Capacity Envelopes for Oversized Base Plate No. 07-A


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DOCUMENT:

D5.2.2


Oversized Base Plate No. 07-B: L = 22.00 inches; t = 1.00 inches; d = 1.00 inches

Table D5.2.2-10: Seismic Capacities for Oversized Base Plate No. 07-B

RestraintHeight

H(in)

HorizontalLoad

Fh; Fv=0(lbs)

VerticalLoad

Fv; Fh=0(lbs)

CombinedLoad

Fc; Fh=Fv(lbs)

1.00 39,585 18,855 13,6654.00 27,710 18,855 11,3708.00 18,550 18,855 9,265

12.00 13,685 18,855 7,80516.00 10,775 18,855 6,73520.00 8,860 18,855 5,920


0VER

TIC

AL L

OAD

X 1

000

(lbs)

4

8

12

16

4 8 12 16 20 28 32 36 4024

20H=1"

H=4"

H=12"H=8"

H=16"H=20"

Figure D5.2.2-10: Seismic Capacity Envelopes for Oversized Base Plate No. 07-B


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DOCUMENT:

D5.2.2




RestraintHeight

H(in)

HorizontalLoad

Fh; Fv=0(lbs)

VerticalLoad

Fv; Fh=0(lbs)

CombinedLoad

Fc; Fh=Fv(lbs)

1.00 48,185 27,310 19,1454.00 37,280 27,310 16,2658.00 26,745 27,310 13,505

12.00 20,355 27,310 11,52516.00 16,290 27,310 10,04020.00 13,530 27,310 8,885


0VER

TIC

AL L

OAD

X 1

000

(lbs)

8 16 24 32 40 48 56

8

16

24

32H=1"

H=4"

H=8"

H=12" H=20"

H=16"



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PAGE:

D6.0

TABLE OF CONTENTS (Chapter D6)CURB MOUNTED EQUIPMENT RELEASE DATE: 10/29/04

CHAPTER D6

CURB MOUNTED EQUIPMENT

TABLE OF CONTENTS

Basic Curb Information

Seismic Forces & Curb Mounted Equipment D6.1

Sheet Metal Curbs

Basic Primer for Sheet Metal Curbs D6.2.1

Attachment of Equipment to Sheet Metal Curbs D6.2.2

Transferring Seismic Forces Through Sheet Metal Curbs D6.2.3

Attachment of the Sheet Metal Curb to the Building Structure D6.2.4

Limits of Sheet Metal Curbs in Seismic Applications D6.2.5

Rules for Using Sheet Metal in Seismic Applications D6.2.6

Structural Curbs

Basic Primer for Structural Curbs D6.3.1

Attachment of Equipment to Structural Curbs D6.3.2

Transferring Seismic Forces Through the Structural Curb D6.3.3

Attachment of the Structural Curb to the Building Structure D6.3.4

Limitations of Structural Curbs in Seismic Applications D6.3.5

Rules for Using Structural Curbs in Seismic Applications D6.3.6


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www.kineticsnoise.com/SeismicBook/Pdfs/D6/D6.1 - Seismic Forces & Curb Mounted Equipment.pdf

www.kineticsnoise.com/SeismicBook/Pdfs/D6/D6.1 - Seismic Forces & Curb Mounted Equipment.pdf

www.kineticsnoise.com/SeismicBook/Pdfs/D6/D6.2.1 - Basic Primer for Sheet Metal Curbs.pdf

www.kineticsnoise.com/SeismicBook/Pdfs/D6/D6.2.1 - Basic Primer for Sheet Metal Curbs.pdf

www.kineticsnoise.com/SeismicBook/Pdfs/D6/D6.2.2 - Attach of Equip to Sheet Metal Curbs.pdf

www.kineticsnoise.com/SeismicBook/Pdfs/D6/D6.2.2 - Attach of Equip to Sheet Metal Curbs.pdf

www.kineticsnoise.com/SeismicBook/Pdfs/D6/D6.2.3 - Trans Forces through Sheet Metal Curbs.pdf

www.kineticsnoise.com/SeismicBook/Pdfs/D6/D6.2.3 - Trans Forces through Sheet Metal Curbs.pdf

www.kineticsnoise.com/SeismicBook/Pdfs/D6/D6.2.4 - Attach of Sheet Metal Curbs to Building.pdf

www.kineticsnoise.com/SeismicBook/Pdfs/D6/D6.2.4 - Attach of Sheet Metal Curbs to Building.pdf

www.kineticsnoise.com/SeismicBook/Pdfs/D6/D6.2.5 - Limits of Sheet Metal Curbs in Seismic Apps.pdf

www.kineticsnoise.com/SeismicBook/Pdfs/D6/D6.2.5 - Limits of Sheet Metal Curbs in Seismic Apps.pdf

www.kineticsnoise.com/SeismicBook/Pdfs/D6/D6.2.6 - Rules for Sheet Metal Curbs.pdf

www.kineticsnoise.com/SeismicBook/Pdfs/D6/D6.2.6 - Rules for Sheet Metal Curbs.pdf




DOCUMENT:

D6.1

SEISMIC FORCES & CURB MOUNTED EQUIPMENTPAGE 1 OF 9 RELEASE DATE: 10/29/04

Seismic Forces & Curb Mounted Equipment

Introduction:

The newer building codes such as 2000 IBC, TI-809-04, 2003 IBC, and NFPA 5000 havemandated design seismic forces that are much larger in magnitude than were previouslyspecified in the older model building codes. These new codes have written the designhorizontal seismic force equation to account for the amplification of the accelerations dueto increasing flexibility as you go up in a building. Therefore, equipment that is mountedon the roof of a building will have design seismic forces that are three times larger than asimilar piece of equipment that is mounted on grade. Great care must be taken in thedesign, selection, and installation of supports and restraints for roof top curb mountedequipment.

Basic Curb Types:

The roof curbs may be broken down into isolated and non-isolated types. The isolatedroof curbs may be further broken down into sheet metal and structural types. Thediscussion will start with the isolated curb types.

Sheet Metal Seismic Isolation Curbs:

Kinetics Noise Control provides two products for isolation with sheet metal roof curbs.First is the Kinetics Noise Control model KSR Isolation Rail. The KSR-1 and KSR-2 areseismically restrained steel coil spring isolation systems that are built to be installed onthird party sheet metal roof curbs. Figure D6.1-1 shows a typical cross-section through thesprings of a KSR installation. Figure D6.1-2 is a typical cross-section through theseismic/wind restraints of the KSR. KSR-1 systems are designed to operate with asystem Static Deflection of when loaded, which gives a system Natural Frequency of3.13 Hz. The KSR-2 systems are intended to operate with a loaded system StaticDeflection of , which produces a system Natural Frequency of 2.21 Hz. The StaticDeflection of the KSR systems is adjustable by adding or removing the spring coils,which are easily accessible and compressed for insertion or withdrawal.

The seismic/wind restraints consist of stainless steel leaf horizontal restraints, andreinforced neoprene strap vertical restraints. Each KSR installation requires a minimum ofone horizontal restraint per curb side. The vertical restraints are required only if uplift willoccur at any of the equipment corners. The leaves and straps, when required areattached to the extruded aluminum top rail and the curb side wall through the nailer asshown in Figure D6.1-2. The locations for the restraints are specified by the by KineticsNoise Control. The required number of restraints, horizontal and vertical, is determined byanalysis using the Kinetics Noise Control Seismic/Wind Certification Program.


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DOCUMENT:

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Closed-Cell Foam TapeWeather Seal by Kinetics

Extruded AluminumTop Rail By Kinetics

Steel Coil SpringIsolation by KineticsExtruded Aluminum

Bottom Rail by Kinetics. 1.83 Bottom Rail

Caulking by Kinetics.

Sheet Metal Roof Curb by Others.

Neoprene Weather Sealby Kinetics.

Pre-Punched AluminumCover Strip by Kinetics.

7.40

KSR-17.42 Free Ht.6.42 Oper. Ht.

KSR-28.67 Free Ht.6.72 Oper. Ht.

2.05

1.52

SupportedRoof TopEquipment

Figure D6.1-1; Typical Cross-Section Through KSR Showing Isolation Springs.

Pre-Punched Holes in Extruded AluminumTop Rail for Mounting Hardware by Kinetics.

Seismic/Wind Restraints Quantity andLocation Pre-Determined by KInetics

Curb Attachment Hardware forSeismic/Wind Restraints by Kinetics.

Figure D6.1-2; Typical Cross-Section Through KSR Showing Restraints.


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D6.1


Kinetics Noise Control also provides two complete seismically rated sheet metal curb andisolation rail systems, the model KSCR-1 and KSCR-2. A typical cross-section throughthe KSCR is shown in Figure D6.1-3.

KSCR-121.42 Free Ht.20.42 Oper. Ht.

KSCR-222.67 Free Ht.20.72 Oper. Ht.

14.00Standard

CurbHt.

16 Gage Galvanized Steel Reinforcedwith Treated 2x4's ~30" O.C.

Insulation(Optional).

Flashing by Others.

Cant Stripby Others.

Pre-Punched AluminumCover Strip.

Neoprene Weather Seal.Seismic/Wind Restraint.

Poly Spring Cup &Neoprene Washer.

Extruded Aluminum Top Rail.

Steel Coil SpringIsolation.

Supported Roof TopEquipment.

Figure D6.1-3; Typical Cross-Section Through a KSCR.

As with the KSR-1 & -2, The KSCR-1 is a Static Deflection isolation system, and theKSCR-2 is a Static Deflection isolation system. The horizontal and vertical restraintsused for the KSCR are the same ones used on the KSR. At least one horizontal restraintper curb side wall is required, and more are added as indicated by analysis through theKinetics Noise Control Seismic/Wind Certification Program. The vertical restraints areadded where indicated by the analysis. Typically the curb itself is 16 Gage Galvanizedsteel reinforced with treated wood 2x4’s at 30 On Center. Curb heights greater mayrequire the use of heavier gage sheet steel in order to carry the seismic and wind loadswithout danger of buckling failure.

Structural Seismic Isolation Curb:

Kinetics Noise Control provides the model ESR-1, ESR-2, and ESR-4 structural seismicisolation curb systems. They are, respectively, , 2 , and Static Deflection isolationsystems. The intended system Natural Frequencies are 3.13 Hz, 2.12 Hz, and 1.56 Hzrespectively.


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DOCUMENT:

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ESR-1 / -220.25

ESR-421.25

C4x5.4 Standard Top Rail.C6x8.2 Top Rail for Drain Pans.

(ESR-1 / -2) - 12.50(ESR-4) - 14.50

3-Axis NeopreneSeismic Snubber.

Welded SteelSpring/Restraint Pedestal. Steel Coil Spring

& Neoprene Isolation.

RemovableAccess Panel.

Continuous GalvanizedSteel Curb Perimeter.Leveling Bolt.

WoodNailers.

Building Structural Steel

Figure D6.1-4; Typical ESR Pedestal Installation.

Cover Strip.

Screws.

Optional External Insulation.

EPDM Weather Seal.

Galvanized Flashing.

Wood Nailer.

Welded SteelSpring/Restraint

Pedestal.

C4x5.4 Top Rail.

3-axis NeopreneSnubber.

Built-up Roof, Membrane& Insulation by Others.

Building StructuralSteel.

(ESR-1 / -2) - 4.00 Min.(ESR-4) - 6.00 Min.

Equipment Outline.

Figure D6.1-5; Typical Cross-Section Through an ESR Pedestal Installation.


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The seismic forces are transferred from the equipment to the top rail through fasteners orwelds at each pedestal location. The size and number of the fasteners, and the size andlength of weld required at each pedestal is specified by the Kinetics Noise ControlSeismic/Wind Certification Program. The loads are transferred to the welded steel springrestraint pedestal through the 3-axis neoprene snubber assembly. The loads then aretransferred from the pedestal to the building structure. The ESR is normally to be intendedto be attached directly to the building structural steel either by bolting or welding.Mounting holes are provided for three (3) 5/8 Bolts/Anchors in the base plate of eachpedestal. An equivalent amount of weld is specified by Kinetics Noise Control for eachpedestal. Attachment of the ESR to the building structural steel will maximize the seismiccapacity of the system. If the ESR is to be attached to concrete or some type of woodenstructure, special analysis and additional components will be required to make anadequate attachment, and the full capacity of the ESR may not be realized.

Application of Isolated Roof Curbs:

The KSR & KSCR are generally used for small to medium sized pieces of equipment, andin low to medium seismic areas. For instance, they may work well for equipment weightsup to 8,000 lbs – 10,000 lbs in areas like Central Ohio, Western Pennsylvania,Northwestern New York, Chicago, etc. However, they may not be at all suitable forequipment weights of 2,000 lbs – 5,000 lbs in high seismic areas like Memphis,Tennessee; Los Angeles, California; Salt Lake City, Utah; or Charleston, South Carolina.Also, the building type may determine the usefulness of the KSR & KSCR. For instance,they may not work well for the smaller units on the roof of a hospital in New York City.

The ESR is used for the larger pieces of equipment 10,000 lbs and up. Also, it will beused for small to medium pieces of equipment in the high seismic areas. The ESR is usedwhen a structural curb is specified, when adjustment of the springs is an issue, and whena low system Natural Frequency, Static Deflection, is required for sensitiveapplications.

Non-Isolated Sheet Metal Seismic Roof Curbs:

Kinetics Noise Control does not produce a non-isolated roof curb. However, KineticsNoise Control does make a set of kits to attach the supported piece of equipment to a roofcurb that is built by others, or the building structure. The attachment of equipment to thirdparty curbs is an issue that has not been well addressed by either the equipmentmanufacturers or the curb manufacturers. The kits produced by Kinetics Noise Controlprovide enough parts and hardware to connect a wide range of equipment types andmakes to sheet metal curbs.

The horizontal seismic /wind restraint kits provided by Kinetics Noise Control are themodels KSMF, Figure D6.1-6; KSCM-1, Figure D6.1-7; and KSCM-2, Figure D6.1-8. Aminimum of four (4) kits are required for each curb. One (1) kit for each curb side wall.


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DOCUMENT:

D6.1


Additional kits may be required based on an analysis by Kinetics Noise Control. Therequired number and location of each kit are specified by Kinetics Noise Control.

PreferredInstallation

KSMF Kinetics SeismicBracket Kit for CurbMounted Equipment

Equipment

Curb byOthers

WoodenNailer

KSMF

Figure D6.1-6: Typical KSMF Seismic Attachment Kit Installation.

Weather Sealby Others

Optional EquipmentConnection Three (3)Self-Drilling TEKScrews by Kinetics

3 Plc.s per Brkt1/8

KSCM-1 Kinetics SeismicRestraint Bracket Kit forCurb Mounted EquipmentRoof Curb

by Others

Equipment

Figure D6.1-7; Typical KSCM-1 Horizontal Seismic Attachment Kit Installation.


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DOCUMENT:

D6.1


1/8 6 Plc.s per BrktEquipment

Roof Curbby Others

Optional ConnectionBracket-to-Bracket& Bracket-to-EquipmentUsing Threee (3) Self-DrillingTEK Screws by Kinetics

Weather Sealby Others

KSCM-2 Seismic RestraintBrackets #1 & #2 by Kinetics

Attach to Curb Priorto Setting Equipment

Figure D6.1-8; Typical KSCM-2 Horizontal Seismic Attachment Kit Installation.

The analysis performed by Kinetics Noise Control will indicate if uplift occurs at any of thecorners of the equipment. If uplift is present, Kinetics Noise Control will recommend theuse of model KSCV, Figure D6.1-9, vertical equipment restraint kits that restrain theequipment directly to the building. A minimum of one (1) KSCV kit will be required at eachcorner of the equipment. The analysis performed by Kinetics Noise Control will showexactly how many kits are required for an application. The reason Kinetics Noise Controlrecommends the use of the KSCV kits rather than taking the vertical loads through thecurb, is that we do not control the construction of the curb, and can not guarantee that thecurb side walls will be able to carry both horizontal and vertical loads generated by aseismic or wind event.

The analysis performed by Kinetics Noise Control also looks at the curb side walls ifenough information is provided in the submittal sent to Kinetics. If the curb side walls donot appear to be able to carry the design seismic or wind loads, Kinetics Noise Control willmake recommendations that reinforcements are to be used for the curb side walls and/orthat heavier gage steel is to be used in the curb side walls in order to meet the designload requirements. If reinforcements are indicated by the analysis, Kinetics Noise Controlcan provide the model KSVR, Figure D6.1-10, curb side wall reinforcement kit. The KSVRkit is intended to carry the vertical loads generated by the equipment and leave the curbside walls to carry the horizontal seismic loads. The analysis performed by Kinetics NoiseControl will recommend the number and spacing for the reinforcements.


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DOCUMENT:

D6.1


Threaded Rod& Hardwareby Kinetics

Threaded Rod by Kinetics

AttachingThe KSCVBracket toThe EquipmentCabinet byWelding is notRecommended

When Attaching KSCV Bracketto Equipment Cabinet, UseOnly the Sheet Metal ScrewsProvided by Kinetics

Equip.

PVC PipeAssem. byKinetics DO NOT

BlockAccess &MaintenanceDoors withKSCVEquipmentBracket!

Figure D6.1-9; Typical KSCV Vertical Seismic Restraint Kit Installation.

HrMeasure

&Cut to Fit

HCurb

Height S = Max. Spacing

KSVR Reinforcement Kit by Kinetics

Roof Curb by Others

Figure D6.1-10; Typical KSVR Reinforcement Kit Installation.


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D6.1


Summary:

For roof top curb mounted equipment on a job requiring seismic restraint it is important toperform a seismic analysis. If isolated, the analysis will indicate whether a KSR & KSCRwould be suitable for the application with the proper number of restraints, or whether anESR with the proper number of pedestals would be required. If non-isolated, the analysiswill show the correct number of horizontal and/or vertical restraint kits needed for theapplication. It wall also show if the curb side walls require reinforcement, or if they need tobe made of a heavier gage steel.


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DOCUMENT:

D6.2.1

BASIC PRIMER FOR SHEET METAL CURBSPAGE 1 OF 2 RELEASE DATE: 5/17/03

Basic Primer for Sheet Metal Curbs

Rooftop HVAC units normally require some type of penetration through the roof to allowair to be transferred to and from the unit. These pieces of equipment are supported on acurb that is built around the penetration in the roof. This allows the roof to be attached tothe curb and permanently sealed from the elements.

One of the most popular constructions for curbs is the sheet metal curb. Sheet metalcurbs are light, economical, and easily installed. They may be field fabricated orpurchased in pre-fabricated sections from a curb manufacturer. The plan view of the curbmay be rectangular, square, or “ L” shaped. In this document, and the ones to follow, wewill be concerned with curbs that have a rectangular plan view. Shown in Figure 6.2.1-1 isa plan view of a rectangular sheet metal curb.

La

Lb

SIDE C

SID

E B

SID

E D

SIDE A

Figure 6.2.1-1. Plan View of Rectangular Sheet Metal Curb.

The two long sides will be identified as SIDE A and SIDE C as shown in Figure 6.2.1-1.The short sides will be labeled as SIDE B and SIDE D, as in figure 6.2.1-1. The term Lawill be the inside length of the long sides of the curb. The term Lb will represent the insidelength of the curb’ s short sides. Another term we will need to define now for later use isthe inside perimeter of the curb, Lp. The value of the inside perimeter will be as follows:

( )bap LLL += 2 (Eq. 6.2.1-1)

Figure 6.2.1-2 shows two section views through a typical sheet metal curb. Each of theviews represents a slightly different construction. Some manufacturers use a 2 X 2 nailer,


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DOCUMENT:

D6.2.1

BASIC PRIMER FOR SHEET METAL CURBSPAGE 2 OF 2 RELEASE DATE: 5/17/03

and others use a 2 X 4 nailer. The purpose of the wooden nailer is to permit theequipment and the roof flashing to be easily attached to the curb. The wooden nailer alsoadds some strength to the curb. However, the wood used is often sub-standard andcannot be counted on to carry more than the roof flashing. Purpose-built seismic roofcurbs should have a good grade of treated lumber specified for the nailer.

H t H t

2 X 4NAILER

2 X 2NAILER

Figure 6.2.1-2. Typical Sheet Metal Curb Sections.

In Figure 6.2.1-2, H is the height of the curb. Normally, the standard height of the curb is14 inches. This provides enough standoff to accommodate most roofing systems and stillallow for the flashing. The height of the curb can vary depending on the requirements ofthe equipment, the sound attenuation equipment, and the slope of the roof, if any. Theterm t is the thickness of the sheet metal used to construct the curb. There are three basicmaterial thickness values commonly used for the construction of curbs: 18 gage(0.0478 inches), 16 gage (0.0598 inches), and 14 gage (0.0747 inches).

The curb height, H, and the sheet metal thickness, t, will determine the loads that can becarried by the curb, as we shall see in Documents 6.2.3 and 6.2.4. It should be mentionedhere, as well as Document 6.2.3, that all of the loads must be carried in the plane sidewalls of the curb. The sides of the curb do not behave as a beam. The curb walls arereally very thin plates that are loaded in compression on their long edges due to theequipment weight, and in uniform shear along each edge. The principal failure mode ofthe curb wall will be buckling. Documents 6.2.3, 6.2.4, 6.2.5, and 6.2.6 go into greaterdetail concerning the applications and limitations of sheet metal curbs in areas prone toearthquakes.


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DOCUMENT:

D6.2.2

ATTACHMENT OF EQUIPMENT TO SHEET METAL CURBSPAGE 1 OF 21 RELEASE DATE: 5/21/04

Attachment of Equipment to Sheet Metal Curbs

The various equipment configurations do not always lend themselves to being attached toa sheet metal roof curb. In the past, many pieces of equipment were not physicallyfastened to the curb and relied on gravity and friction to keep them in place. Ingeographical areas that can experience high, or even moderate, wind and/or seismicloads, gravity and friction will be inadequate for restraint of the equipment. This documentwill present several different styles of attachment brackets and attachment configurations.

Curb side walls can carry loads only in the plane of the side wall. They cannot carrysignificant loads that act perpendicular to the side wall. The weight load of the equipmentis carried as a distributed compressive load in the side wall. The horizontal wind and/orseismic loads are carried as distributed shearing loads in the plane of the curb side wall.Uplift forces should not be applied to a sheet metal curb that carries a significant weightload and horizontal wind and/or seismic load. The uplift force would put the curb side wallin bending which would reduce its horizontal load carrying capability to zero. For acomplete discussion of the transfer of forces through a sheet metal curb refer to documentD6.2.3.

Horizontal Restraints

There are many different types of equipment that are mounted on sheet metal roof curbs.We will start with the smaller types. Typical of these are the powered ventilator“mushroom” fans, louvers, and un-powered ventilators. A typical “ mushroom” fan attachedto a curb is shown in Figure 6.2.2-1. The ventilators and louvers usually have weights thatare low enough and perimeters small enough that they are sufficiently rigid to carry therequired uplift forces without damage. Therefore, they are an exception to the rules in theprevious paragraph. Also, the curbs for ventilators and louvers often have the woodennailer attached directly to the top of the sheet metal. Thus, the attachment of theequipment to the curbs has usually involved fastening directly to the wood of the nailer.

Figure 6.2.2-2 shows a typical installation of a seismic equipment bracket kit provided byKinetics Noise Control. For curb-mounted ventilators and louvers the model name for thekit is the KSMF-1 (Kinetics Seismic Mushroom Fan), see Chapter P1 for product detailsand ratings. This bracket design allows the attachments to be made to the sheet metalpart of the curb. The threads on the sheet metal screws must completely engage thesheet metal of the curb in order to develop full strength. Sheet metal screws of theappropriate diameter and length to accommodate most curb designs are provided in thekit by Kinetics Noise Control.

Shown also in Figure 6.2.2-1 is the locating scheme for this type of seismic bracket kit.The dimensions “ A” and “ B” are the locations of the restraints as specified on the KineticsSeismic and/or Wind Certification sheet.A minimum of four kits are required for each piece of equipment. The restraints are placed


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DOCUMENT:

D6.2.2


to keep the horizontal wind, and/or seismic force loads in the plane of the curb walls. Moremay be required per the certification sheet. They should be evenly spaced along thesides.

~2.25TYP

42

31

B/2

B

0.75 TYP

A/2

A

Figure 6.2.2-1. Typical “Mushroom” Fan on Curb.


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DOCUMENT:

D6.2.2


OPT

ION

ALIN

STAL

LATI

ON

PREF

ERR

EDIN

STAL

LATI

ON

KSMF-1 KINETICS SEISMICBRACKET KIT FOR CURB-MOUNTED EQUIPMENT.

EQUIPMENTCURB

WOODENNAILER

KSMF-1

CURBWOODEN

NAILER

KSMF-1

Figure 6.2.2-2. Typical Restraint Installation for “Mushroom” Fans.


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DOCUMENT:

D6.2.2


Next we will address larger pieces of rooftop equipment such as air handling units,makeup air units, etc. These types of units are heavy enough, and have a large enoughperimeter, that the curb side walls will not be rigid enough to carry uplift forces as well ashorizontal forces. Therefore, the horizontal and uplift forces must be dealt with separately.

We will begin with the horizontal restraints for rooftop units with fairly uniform bottoms andside rails. Kinetics Noise Control offers the KSCM-1 Seismic Bracket Kit for attaching thistype of rooftop unit to a sheet metal curb. Each kit consists of a heavy gage sheet metalangle and enough sheet metal screws to attach it to the curb and the equipment.

Figure 6.2.2-3 shows one possible option for attaching the equipment to the curb. TheKSCM-1 bracket is attached to the curb as shown using the three longer sheet metalscrews provided in the kit. These screws must pass through the nailer and the sheetmetal side wall. They must fully engage the sheet metal side wall to generate full strength.The equipment may be attached to the bracket using the three short sheet metal screwsprovided in the kit, or by welds (by others) as shown on the product submittals found inchapter P1.

WEATHER SEALBY OTHERS.

OPTIONAL EQUIPMENTCONNECTION THREE (3)SELF-DRILLING TEKSCREWS BY KINETICS.

3 PLC.S PER BRKT1/8

KSCM-1 KINETICS SEISMICRESTRAINT BRACKET KIT FORCURB-MOUNTED EQUIPMENT.ROOF CURB

BY OTHERS.

EQUIPMENT

Figure 6.2.2-3. Installation Option No. 1 Using KSCM-1 Kits.

Another installation option is shown in Figure 6.2.2-4. The attachments to the curb and theequipment are made as described for the option shown in Figure 6.2.2-3.


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DOCUMENT:

D6.2.2


OPTIONAL EQUIPMENT CONNECTIONTHREE (3) SELF-DRILLING TEKSCREWS BY KINETICS.


KSCM-1 KINETICS SEISMICRESTRAINT BRACKET KIT.ATTACH TO CURB PRIOR TOSETTING EQUIPMENT.

ROOF CURBBY OTHERS.

EQUIPMENT 3 PLC.S PER BRKT

1/8


A third option for the KSCM-1 kit is demonstrated below in Figure 6.2.2-5.

ROOF CURBBY OTHERS.

OPTIONAL EQUIPMENT CONNECTIONTHREE (3) SELF-DRILLING TEKSCREWS BY KINETICS.

WEATHER SEAL BY OTHERS.

KSCM-1 KINETICS SEISMICRESTRAINT BRACKET KIT FORCURB-MOUNTED EQUIPMENT.

EQUIPMENT

3 PLC.S PER BRKT1/8



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D6.2.2


These are just three of the possible attachment options that may be achieved with theKSCM-1 kit. Note that final connections to the equipment can be made after theequipment has been placed on the curb. In some cases the connections to the curb couldalso be made after the equipment has been set. Thus, there are some cases where theKSCM-1 kit would be a retrofit option after the equipment has been installed. The legs ofthe KSCM-1 bracket may be trimmed to fit the application.

The sheet metal screws, or welds, are intended to be in shear parallel to the curb sidewall. Because the screws attaching the bracket to the curb are fully engaged in the sidewall, the loads are passed as directly as possible to the side wall. All of the specifiedconnections must be made fully for the restraint to be effective. The product details andratings may be found in Chapter P1.

Some pieces of rooftop equipment have long overhangs, or the side rails have long drops.In these cases the KSCM-1 kit does not provide enough flexibility to properly attach theequipment to the curb. Kinetics Noise Control has developed the KSCM-2 SeismicBracket Kit to address this problem. The kit consists of two heavy-gage sheet metalangles of different sizes and enough hardware to attach it to the curb and the equipment.

Figures 6.2.2-6 through 6.2.2-8 demonstrate the use of the parts found in the KSCM-2 kitfor the same applications shown for the KSCM-1 kit. Figure 6.2.2-9 shows how theKSCM-2 kit could be used to attach a rooftop unit with structural channel base rails. Itshould be noted that in some circumstances the KSCM-1 kit could also be used for thistype of application. Also, Option No. 5 in Figure 6.2.2-10 could possibly be made usingthe parts from the KSCM-1 kit.

Figures 6.2.2-11 through 6.2.2-13 illustrate possible situations where both of the KSCM-2brackets could be used. In these cases, the two brackets are used together to deal withsituations where the equipment side rails overhang the curb and drop a considerabledistance below the top of the curb.

The three long sheet metal screws are used to attach the KSCM brackets to the curb.They must fully engage to sheet metal of the curb side wall to develop the full capacity ofthe attachment. Each of the KSCM-2 kits contains six short sheet metal screws. Three ofthe screws may be used to connect a bracket to the equipment. The other three may beused to connect the two brackets together. The equipment and bracket to bracketconnections may made using welds (by others) as shown on the product submittals foundin chapter P1.

Care must be taken when attaching to the equipment with sheet metal screws that powercables, control wires, and piping are not damaged. Also, the brackets must not block orinterfere with access and maintenance doors on the equipment.


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DOCUMENT:

D6.2.2



ROOF CURBBY OTHERS.

EQUIPMENT 3 PLC.S PER BRKT

1/8


KSCM-2 SEISMIC RESTRAINTBRACKET #2 BY KINETICS.ATTACH TO CURB PRIOR TOSETTING EQUIPMENT.



EQUIPMENT

1/8 3 PLC.S PER BRKT

ROOF CURBBY OTHERS.


KSCM-2 SEISMIC RESTRAINTBRACKET #2 BY KINETICS ISSHOWN. KSCM-2 BRACKET #2BY KINETICS MAY ALSO BE USED.



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DOCUMENT:

D6.2.2


3 PLC.S PER BRKT1/8


EQUIPMENT


ROOF CURBBY OTHERS.

KSCM-2 SEISMIC RESTRAINTBRACKET #1 BY KINETICS.


3 PLC.S PER BRKT1/8EQUIPMENT

ROOF CURBBY OTHERS.

KSCM-2 SEISMIC RESTRAINTBRACKET #1 OR BRACKET #2BY KINETICS.

WEATHER SEAL BY OTHERS.Figure 6.2.2-9. Installation Option No. 4 Using KSCM-1 Kits.


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DOCUMENT:

D6.2.2


3 PLC.S PER BRKT

ROOF CURBBY OTHERS.

EQUIPMENT

KSCM-2 SEISMIC RESTRAINTBRACKET #1 BY KINETICS.


1/8



1/8 6 PLC.S PER BRKTEQUIPMENT

ROOF CURBBY OTHERS.

OPTIONAL CONNECTIONBRACKET-TO-BRACKET& BRACKET-TO-EQUIPMENTUSING THREE (3) SELF-DRILLINGTEK SCREWS BY KINETICS.


KSCM-2 SEISMIC RESTRAINTBRACKETS #1 & #2 BY KINETICS.

ATTACH TO CURB PRIORTO SETTING EQUIPMENT.



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DOCUMENT:

D6.2.2


6 PLC.S PER BRKT1/8EQUIPMENT


ROOF CURBBY OTHERS.

KSCM-2 SEISMIC RESTRAINTBRACKETS #1 & #2 BY KINETICS.


ATTACH TO CURB PRIORTO SETTING EQUIPMENT.


1/8 3 PLC.S PER BRKT

3 PLC.S PER BRKT

1/8

ROOF CURBBY OTHERS.

EQUIPMENT


WEATHERSEAL BYOTHERS.

KSCM-2 SEISMIC RESTRAINTBRACKETS #1 & #2 BY KINETICS.ATTACH TO CURB PRIORTO SETTING EQUIPMENT.



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DOCUMENT:

D6.2.2


No. 12

Lb = ~B

No. 8 No. 4No. 10

SIDE D

La = ~A

2.00 TYP

~(La/2)-3.0TYP

2.00 TYP

SID

E C

No. 5

No. 6

SIDE B

No. 7No. 9

~(Lb/2)-3.0 TYP

No. 11

No. 1

SID

E A

No. 3

No. 2

Figure 6.2.2-14. Locating Scheme for KSCM-1 & KSCM-2 Kits.It is necessary to properly locate the brackets around the roof curb to ensure that the


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DOCUMENT:

D6.2.2


seismic and wind loads are transferred into curb side walls efficiently. Figure 6.2.2-14presents a layout of the perimeter locating scheme for a typical rectangular roof curb.Here again, the “ A” and “ B” dimensions correspond roughly to those same dimensions onthe Kinetics Seismic and/or Wind Certification sheet.

A minimum of four KSCM Restraint Bracket Kits are required for each application. Theseare located on the perimeter of the curb as shown in Figure 6.2.2-14 as No. 1 throughNo. 4. They are located close to the corners to efficiently transfer the forces into the curbside walls. Additional KSCM Restraint Bracket Kits may be required as indicated by theKinetics Seismic and/or Wind Certification Sheet. Additional KSCM Restraint Bracket Kitsare to be added in pairs, (No. 5) & (No. 6), (No. 7) & (No. 8), (No. 9) & (No. 10), and(No. 11) & (No. 12), and located as shown in Figure 6.2.2-14. When there are more thanthree (3) restraints per side, they must be equally spaced. It is important that the restraintson any pair of opposite sides (Side A & Side C and Side B & Side D) be able to carry theentire horizontal seismic and/or wind load.

Vertical Restraints

As stated earlier, the curb side walls will not carry significant simultaneous horizontal andvertically upward loads. The vertical uplift forces must be carried as directly as possiblefrom the equipment to the roof structure. To address this issue, Kinetics Noise Control hasdeveloped the KSCV Seismic & Wind Vertical Restraint Kits. The kit consists of two basicgroups of parts. The first group of parts is shown in Figure 6.2.2-15. Various examples ofthe connections that may be made with these parts are shown in Figures 6.2.2-16 through6.2.2-18. The local connection between the roof and the building structure mustequal the capacity of the KSCV restraint kit, see submittals in Chapter P1!

The parts shown in Figure 6.2.2-15 allow the roof to be penetrated and then sealed usingproven roofing technology. The KSCV PCV Pipe Assembly provides a standard sized roofpenetration that can be sealed with commercially available pipe flashing or boots (byothers). The flashing and boot are not included so that the roofers can use those partswith which they are most familiar. Each KSCV restraint requires one hole to be drilledthrough the roof structure per KSCV kit to allow the threaded rod to pass through. TheKSCV Restraint Channel provides adequate bearing area even when the roof structure iscorrugated steel. The steel washers and coupling nut at the top of the KSCV PCV PipeAssembly allow the roof attachment part of the kit to be fully assembled and roofed beforethe rooftop unit is set on the curb. The coupling nut allows the equipment attachment partof the kit to be connected to the roof attachment part of the kit after the unit is in place.

The parts shown in Figure 6.2.2-19 allow the equipment to be connected to the lowerportion of the KSCV restraint. The leg of the KSCV Equipment Bracket that has six (6)holes punched in it mounts to the equipment. The two holes in the other leg are for theshort piece of threaded rod which screws into the coupling nut at the top of the buildingattachment portion of the KSCV kit. The two (2) nuts and standard washer provide the


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DOCUMENT:

D6.2.2


restraint connection. The KSCV Equipment Bracket may be attached to the equipmentwith the six (6) sheet metal screws provided, or it can be welded to the equipment.

STANDARDHEX NUTS.

STANDARDSTEEL WASHER.

STANDARDSTEEL WASHERS.

COUPLING NUT.

KSCV1-1/2" PVCPIPE ASSEM.

THREADED ROD.

KSCV RESTRAINTCHANNEL

Figure 6.2.2-15. Building Attachment Parts for KSCV Kit.

8.00MAX.

INSULATION

CONCRETEROOF BYOTHERS.

INSULATIONBY OTHERS.

ROOF SYSTEMBY OTHERS.

1-1/2" PIPE FLASHING ORBOOT BY OTHERS.

STEELDECKINGBY OTHERS.

CANT STRIP BY OTHERS.

WEATHER STRIP BY OTHERS.

CAULKINGBY OTHERS.

STAND.CURB

HT.14.06

CURB, NAILER, & RIGIDINSULATION BY OTHERS.

KSCVVERTICALRESTRAINTKIT BY KINETICS. STRUCTURAL STEEL BY OTHERS.

Figure 6.2.2-16. KSCV Building Attachment – Concrete Roof Deck.


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DOCUMENT:

D6.2.2


WEATHER STRIP BY OTHERS.

CAULKING BYOTHERS.

CURB, NAILER, & RIGIDINSULATION BY OTHERS.

CANT STRIP BY OTHERS.

KSCV UPLIFT RESTRAINTKIT BY KINETICS.

STAND.CURB

HT.14.06

1-1/2" PIPE FLASHINGOR BOOT BY OTHERS.

8.00MAX.

INSULATION

STEELDECKINGBY OTHERS.

STRUCTURAL STEELBY OTHERS.

INSULATIONBY OTHERS.


Figure 6.2.2-17. KSCV Building Attachment – Metal Roof Deck.

STAND.CURB

HT.14.06

KSCV UPLIFT RESTRAINTKIT BY KINETICS.

CAULKINGBY OTHERS.

CANT STRIP BYOTHERS.

CURB, NAILER, & RIGID INSULATION BY OTHERS.

INSULATION BYOTHERS.


WEATHER STRIPBY OTHERS.

1-1/2" PIPEFLASHINGOR BOOTBY OTHERS.

STEEL DECKINGBY OTHERS.

16 GA. SHEET STEEL BRIDGE ACROSSVALLEY BY OTHERS. HOLD IN PLACEWITH SHEET METAL SCREWSOR POP-RIVETS BY OTHERS.

Figure 6.2.2-18. KSCV Building Attachment – Valley of Metal Roof Deck.


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DOCUMENT:

D6.2.2


KSCVEQUIPMENT

BRACKET.

(6) SELF-DRILLINGTEK SCREWS.

THREADED ROD.

STANDARD STEEL WASHER.(2)STANDARD HEX NUTS.

OPT. 2OPT. 1

Figure 6.2.2-19. Equipment Attachment Parts for KSCV Kit.

Shown in Chapter P1 are the appropriate submittals for weld attachment details for theKSCV Equipment Bracket. This section also includes the rating for the KSCV restraint.

Figures 6.2.2-20 through 6.2.2-23 give four examples of methods to attach the KSCVrestraint kit to various styles of equipment. The KSCV kit has sufficient flexibility to allowfor some misalignment between the equipment attachment and the building attachment.However, the locations of the two parts of the restraint kit must be carefully planned. Theequipment attachment portion of the restraint must not block any maintenance or serviceaccess doors. Also, there must be sufficient material in the equipment structure to handlethe loads imposed by the restraint.

The basic locating scheme for the KSCV Seismic & Wind Vertical Restraint Kits aroundthe perimeter of a rectangular curb is shown in Figure 6.2.2-24. As before, the “ A” and “ B”dimensions correspond roughly to those same dimensions on the Kinetics Seismic and/orWind Certification sheet. The KSCV Vertical Restraint Kits will be grouped at the cornersof the curb. If the Kinetics Seismic, and/or Wind Certification shows that a vertical restraintis required at one corner, a vertical restraint will be required at each corner. This isbecause we do not know from which direction the seismic wave or wind will come. If morethan one restraint is required at a corner, the same number of restraints must be appliedto each corner as shown in Figure 6.2.2-24.


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DOCUMENT:

D6.2.2


EQUIP.

3 PLCS3/16

OPTIONALWELD

ATTACH.

TRIM PVCPIPE ASSEM.TO FIT APP.

TRIM THREADED RODTO FIT APPLICATION.

DO NOTBLOCKACCESS &MAINT.DOORS WITHKSCV EQUIP.BRACKET!

TRIM THREADED ROD TO FIT APPLICATION.

Figure 6.2.2-20. Example No. 1 – KSCV Equipment Attachment.


EQUIP.

3/16 3 PLCS

OPTIONALWELD

ATTACH.


TRIM PVC PIPEASSEM. TO FITAPPLICATION.




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DOCUMENT:

D6.2.2


BACK-UP/SPACERPLATE, TO BEASTM A-36 MIN.PLATE MUST BELARGE ENOUGHFOR SPECIFIEDWELDS. PLATEBY OTHERS.

3/16 3 PLCS

3/16




TRIM PVCPIPEASSEM. TOFIT APP.

EQUIP.


TRIM PVCPIPEASSEM. TOFIT APP.


TRIM THREADEDROD TO FIT APP.


ATTACHINGTHE KSCVBRACKET TOTHE EQUIPMENTCABINET BYWELDING IS NOTRECOMMENDED.

WHEN ATTACHING KSCV BRACKETTO EQUIPMENT CABINET, USEONLY THE SHEET METAL SCREWSPROVIDED BY KINETICS.

EQUIP.



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DOCUMENT:

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La

SIDE D

Lb

SID

E C

SID

E A

SIDE B

1ST KSCVFOR POINT 1

1ST KSCVFOR POINT 3

1ST KSCVFOR POINT 2

1ST KSCVFOR POINT 4

~3.25 TYP FROMKSCM BRACKETWHEN PRESENT

~2.00 TYP WHENKSCM BRACKET

IS NOT PRESENT.

THIS DIMENSIONIS DETERMINEDBY THE EQUIP.

OVERHANG.

~5.50 TYP SPACINGFOR ADDITIONAL KITS B=~Lb

A=~La

Figure 6.2.2-24. Locating Scheme for KSCV Kits.


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D6.2.2


Vertical Reinforcement of Curb Side Walls

There will be certain applications where a given curb will be marginally inadequate.Kinetics Noise Control cannot analyze and certify the entire curb for a specifiedapplication unless the curb is provided by Kinetics Noise Control. However, Kinetics NoiseControl can perform a basic analysis of the strength of the curb wall based on the curbheight, sheet metal thickness, the length of the curb walls, the equipment weight, and itsC.G. location. From that analysis Kinetics Noise Control can make a recommendation asto whether reinforcement of the curb side walls would lead to an adequate curbinstallation from a seismic point of view.

Kinetics Noise Control provides a kit that may be used to reinforce the curb side walls.The kit consists of 2 X 2 treated lumber and self-drilling sheet metal screws, from whichseveral reinforcements may be made depending on the curb height. The philosophybehind the KSVR Seismic Curb Wall Vertical Reinforcement Kit is to provide enoughvertical reinforcements to carry the entire weight load of the equipment. This will leave thesheet metal curb side walls to carry the horizontal loads thus maximizing the curb’ sseismic and wind load capacity. Figure 6.2.2-25 shows the KSVR kit installed on one curbwall.

HrMEASURE

&CUT TO FIT

HCURB

HEIGHT S = MAX. SPACING

2 X 2 TREATED WOODREINFORCEMENTS

Figure 6.2.2-25. Typical KSVR Kit Installation on a Curb Side Wall.

The analysis performed by Kinetics Noise Control will recommend a maximum spacing forthe installation of the vertical reinforcements. The minimum number of verticalreinforcements that will ever be recommended per side is three (3). There will be avertical reinforcement on each end of the curb side wall and one in the middle. Thetreated 2 X 2 provided by Kinetics Noise Control is cut to fit tightly between the foot of thecurb, and the wooden nailer at the top of the curb. Then, the vertical reinforcement isfastened to the curb side wall using the sheet metal screws provided in the KSVR kit. The


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number of screws, their spacing, and installation is specified in the product submittalsfound in Chapter P1.

Figure 6.2.2-26 shows the range of curb heights for which the KSVR kit is suitable. Table6.2.2-1 will show how many vertical reinforcements can be made from one KSVR kit.

H = 0.00 to 8.00

H = 8.06 to 16.00

H = 16.06 to 24.00

H = 24.06 to 36.00

Figure 6.2.2-26. Application Range for KSVR Kits.

Table 6.2.2-1. Vertical Reinforcements per KSVR Kit

APPLICABLE CURBHEIGHT RANGE

INCLUSIVE(H)(in.)

NUMBER OFVERTICAL

REINFORCEMENTSPER KIT

NUMBER OFSELF-DRILLING

SHEET METAL SCREWSPER REINFORCEMENT

0.00 to 8.00 4 1

8.06 to 16.00 3 2

16.06 to 24.00 2 3

24.06 to 36.00 1 4

The kits described in this section provide components that will allow various pieces of


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800-959-1229614-889-0480614-889-0540www.kineticsnoise.com

[email protected]

DOCUMENT:

D6.2.2


rooftop equipment to be attached to sheet metal curbs in areas that may be subjected tohigh seismic and/or wind loadings. The analysis and ratings provided with the kits willpermit the curb manufacturer, and/or Design Professional of Record for a project, tocertify the curb for the specified seismic and/or wind loadings.


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D6.2.3

TRANSFERRING FORCES THROUGH A SHEET METAL CURBPAGE 1 OF 10 RELEASE DATE: 11/3/03

Transferring Forces through a Sheet Metal Curb

Sheet metal curbs must be considered as non-structural items. The sides of a sheet metalcurb have no load-carrying capability unless they form a closed section in the plan view.The sides must be fully attached to one another for the full height of the curb in order togenerate full strength in the individual sides. Figure 6.2.3-1, shown below, presents oneside of a typical sheet metal curb and the loads that the curb may be expected to carry.

Ht

w

f

Rw

Rh

La or Lb

WOODENNAILER

Figure 6.2.3-1. Loading on a Sheet Metal Curb.

H is the height of the curb, and t is the thickness of the sheet metal used in theconstruction of the curb. The lengths represented by La and Lb are the inside lengths ofthe long sides and the short sides of the curb, respectively. For the sake of simplicity,assume that the weight of the equipment is evenly distributed around the perimeter of thecurb. This is close enough to the truth for our purposes assuming that the CG of theequipment is more or less, located at the geometric center of the plan view of the curb.This distributed weight load is denoted by w. The value of w may be determined byconsidering a typical plan view for a rectangular curb as in Figure 6.2.3-2. The distributedweight load will be given by the following equation.


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D6.2.3

TRANSFERRING FORCES THROUGH A SHEET METAL CURBPAGE SERIES 2 OF 10 RELEASE DATE: 11/3/03

La

Lb

SIDE C

SID

E B

SID

E D

SIDE A

Figure 6.2.3-2. Plan View of a Rectangular Sheet Metal Curb.

( )( ) pba LWLLWw =+= 2 (Eq. 6.2.3-1)

where W is the weight of the equipment, and Lp is the length of the inside perimeter of thecurb.

The horizontal seismic force acting on the curb is shown as a uniformly distributed shearload (f) acting along the top of the curb. The terms Rw and Rh are the reactions for thedistributed weight load, and distributed seismic force respectively.

It is very important to realize that the walls of the curb can only carry loads in the plane ofthe wall. The curb wall can not effectively resist forces that act perpendicular to the wall ofthe curb. This is especially true if the sides of the curb are long. The walls of the curb arevery thin plates that are loaded in compression on the top and bottom edges by thedistributed weight load of the equipment. The horizontal seismic load will be a distributedshear load along the top and bottom edges.

Failure of the curb wall will generally be by buckling. Buckling is a very dangerous andcatastrophic failure mode. It is dangerous because it occurs at a stress that is well belowthe yield point of the materials. It is catastrophic because the collapse is usually complete.

For a given curb height and material thickness there is a critical equipment weight in theabsence of a seismic load that will buckle the curb. Table 6.2.3-1 identifies the variation inthe critical equipment weight on the curb wall with the height of the curb (H) and thethickness of the curb material (t). Again the critical equipment weight (w’) is in terms of the


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distributed weight of the equipment. Note that the load carrying ability of the curb will

Table 6.2.3-1. Critical Equipment Weight (w’) (lbs./in.).

CURBHEIGHT

(H)(in.)

w’FOR

MATERIALTHICKNESS

14 GAGEt = 0.0747 in.

w’FOR

MATERIALTHICKNESS

16 GAGEt = 0.0598 in.

w’FOR

MATERIALTHICKNESS

18 GAGEt = 0.0478 in.

14.0 57.66 29.58 15.1115.0 50.23 25.77 13.1618.0 34.88 17.90 9.1421.0 25.63 13.15 6.7124.0 19.62 10.07 5.1427.0 15.50 7.95 4.0630.0 12.56 6.44 3.2933.0 10.38 5.32 2.7236.0 8.72 4.47 2.28

decrease by approximately 70% as the thickness of the curb material decreases from 14gage to 18 gage. In addition, there is an 80% decrease in the load-carrying capability ofthe curb as its height is increased from 14 inches to 36 inches. Thus great care must beexercised when placing large pieces of equipment on curbs fabricated from the lightergages of steel or when placing large pieces of equipment on extended-height curbs.

As one might expect, there is a critical horizontal seismic distributed load (f’) that, whenapplied to the top edge of the curb, will cause the curb to fail in buckling. The criticalseismic load will be a function of the height of the curb, the material thickness, and theweight of the equipment being supported by the curb. For ease of use, the equipmentweight can be represented as an evenly distributed load (w). The variation of this criticalseismic load with the variables mentioned above is shown in Tables 6.2.3-2, 6.2.3-3, and6.2.3-4.


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Table 6.2.3-2. Critical Seismic Load for a 14 Gage Curb (t = 0.0747 in.).

wlbs./in. 0.00 5.00 10.00 20.00 30.00 40.00 50.00 55.00

H(in.)

f’lbs./in.

f’lbs./in.

f’lbs./in.

f’lbs./in.

f’lbs./in.

f’lbs./in.

f’lbs./in.

f’lbs./in.

14.0 326.2 320.8 315.1 302.6 288.3 271.0 247.1 227.915.0 284.2 278.7 272.9 260.1 244.9 224.8 181.8 N/A18.0 197.3 191.8 185.8 171.5 150.2 N/A N/A N/A21.0 145.0 139.4 133.0 115.7 N/A N/A N/A N/A24.0 111.0 105.3 98.4 N/A N/A N/A N/A N/A27.0 87.7 81.9 74.3 N/A N/A N/A N/A N/A30.0 71.0 65.0 56.2 N/A N/A N/A N/A N/A33.0 58.7 52.5 40.5 N/A N/A N/A N/A N/A36.0 49.3 42.9 N/A N/A N/A N/A N/A N/A

Table 6.2.3-3. Critical Seismic Load for a 16 Gage Curb (t = 0.0598 in.).

wlbs./in. 0.00 2.50 5.00 10.00 15.00 20.00 25.00 30.00

H(in.)

f’lbs./in.

f’lbs./in.

f’lbs./in.

f’lbs./in.

f’lbs./in.

f’lbs./in.

f’lbs./in.

f’lbs./in.

14.0 167.4 164.6 161.8 155.6 148.5 140.0 128.7 N/A15.0 145.8 143.1 140.2 133.8 126.3 116.6 99.4 N/A18.0 101.2 98.5 95.5 88.4 78.2 N/A N/A N/A21.0 74.4 71.6 68.4 60.0 N/A N/A N/A N/A24.0 56.9 54.1 50.7 36.8 N/A N/A N/A N/A27.0 45.0 42.1 38.3 N/A N/A N/A N/A N/A30.0 36.4 33.5 29.2 N/A N/A N/A N/A N/A33.0 30.1 27.0 21.4 N/A N/A N/A N/A N/A36.0 25.3 22.1 N/A N/A N/A N/A N/A N/A


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Table 6.2.3-4. Critical Seismic Load for an 18 Gage Curb (t = 0.0478 in.).

wlbs./in. 0.00 2.50 5.00 7.50 10.00 12.50 15.00 20.00

H(in.)

f’lbs./in.

f’lbs./in.

f’lbs./in.

f’lbs./in.

f’lbs./in.

f’lbs./in.

f’lbs./in.

f’lbs./in.

14.0 85.5 82.7 79.6 76.1 71.9 66.4 55.3 N/A15.0 74.5 71.7 68.5 64.8 60.0 52.3 N/A N/A18.0 51.7 48.8 45.3 40.4 N/A N/A N/A N/A21.0 38.0 35.0 30.9 33.8 N/A N/A N/A N/A24.0 29.1 26.0 19.8 N/A N/A N/A N/A N/A27.0 23.0 19.7 N/A N/A N/A N/A N/A N/A30.0 18.6 15.0 N/A N/A N/A N/A N/A N/A33.0 15.4 11.2 N/A N/A N/A N/A N/A N/A36.0 N/A N/A N/A N/A N/A N/A N/A N/A

Note that no safety factor has been applied to any of the values in Tables 6.2.3-1, 6.2.3-2,6.2.3-3, or 6.2.3-4. These values should not be used for design or certifying sheet metalcurbs for seismic applications unless a factor of safety of not less than 2:1 is applied tothem. Values listed as “N/A” indicate combinations of equipment load, curb height, andmaterial thickness that are absolutely not viable for seismic applications. They indicatethat a thicker gage of material must be used for the construction of the curb. In the case ofTable 6.2.3-2, the combinations that are marked “N/A” indicate that a structural seismiccurb is required.

An obvious conclusion drawn from Tables 6.2.3-2, 6.2.3-3, and 6.2.3-4 is that if theequipment load could be carried by components other than the wall of the curb, theseismic load-carrying capacity of the curb could be maximized. The most cost-effectivemethod of providing vertical reinforcement to carry the equipment weight load is to usetreated wood 2 X 4’s or 2 X 2’s. This is usually the same material that is used for thenailer at the top of the curb. A typical view of the side of a curb that has been verticallyreinforced with 2 X 2’s is shown in Figure 6.2.3-3. This figure shows the minimum numberof vertical reinforcements. A vertical reinforcement is required on each end of the side ofthe curb with at least one additional member located in the middle. Table 6.2.3-5 gives themaximum allowable vertical reinforcement spacing (S) as a function of the curb height,and the equipment weight load. These reinforcement members must be cut to fit tightlybetween the underside of the nailer or curb lip and the top of the structural supportmember at the base of the curb. If a gap exists they will not function properly. Thecontrolling failure mode is buckling. For selection purposes in the table below, a factor ofsafety of 4:1 was applied to the vertical reinforcements to account for the variation ingrade and structure of the treated wood 2 X 2’s. Table 6.2.3-5 indicates that for manycases the minimum number of vertical reinforcements will be sufficient to carry the weight


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of the equipment.

H

w

f

Rw

Rh

La or Lb

S

WOODENNAILER

VERTICALREINFORCEMENT

t

WOODEN 2 X 2'S

Figure 6.2.3-3. Typical Vertically Reinforced Curb.

Table 6.2.3-5. Maximum Spacing for Vertical Reinforcements – Treated Wood 2x2’s– Factor of Safety = 4:1 with Respect to Buckling.

wlbs./in. 0.00 5.00 10.00 20.00 30.00 40.00 50.00 55.00

H(in.)

S(in.)

S(in.)

S(in.)

S(in.)

S(in.)

S(in.)

S(in.)

S(in.)

14.0 2,762 1,381 690 345 230 173 138 12615.0 2,406 1,203 601 401 200 150 120 10918.0 1,671 835 418 209 139 104 84 7621.0 1,227 614 307 153 102 77 61 5624.0 940 470 235 117 78 59 47 4327.0 743 371 186 93 62 46 37 3430.0 601 301 150 75 50 38 30 2733.0 497 249 124 62 41 31 25 2336.0 418 209 104 52 35 26 21 19


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In the course of a seismic event, the most significant vertical seismic loads occur at thecorners of the curb. This type of load will put the curb wall in bending. In the presence of ahorizontal seismic load, a vertical seismic load will cause the load-carrying ability of thecurb to drop to an unacceptable level. Thus vertical seismic loads should be transferredfrom the equipment to the building structure in as direct a manner as possible. The modeof transfer must minimize the bending moments in the curb wall to maintain the ability ofthe curb to carry the equipment weight load and the horizontal seismic load.

The distribution of the horizontal seismic load is addressed through a rational analysis.Figure 6.2.3-4 shows the plan view of a curb with the equipment CG at the center of

SID

E D

SIDE C

SIDE A

SID

E B

F Fa = 0.5FCOS( )

Fd

= 0.

5FSI

N(

)

Fc = 0.5FCOS( )

Fd

= 0.

5FSI

N(

)

Figure 6.2.3-4. Seismic Loading of Curb.

the curb. In this figure F is the horizontal seismic force. The angle f represents thedirection of motion for the seismic wave front. Since the curb wall can transfer forces onlyin the plane of the wall as previously discussed, the forces carried by the individual curbwalls will be as shown in Figure 6.2.3-4. The resulting distributed seismic force acting onthe long sides of the curb will be equal to

( ) ϕ= cos5.0 FLf aa . (Eq. 6.2.3-2)

In a similar fashion, the distributed seismic force acting on the short sides of the curb willbe

( ) ϕ= sin5.0 FLf bb . (Eq. 6.2.3-3)

Note that the ability of a sheet metal curb to resist a horizontal seismic load depends on


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the length of the curb available to carry the loads. Thus, the worst-case scenario for acurb would occur when f was equal to 90 degrees. The seismic load is parallel to theshort sides of the curb, which means that the short sides of the curb must be able to resistthe entire horizontal seismic load. So, for calculation purposes, the distributed seismicload on the short sides of the curb would be as follows.

bh LFf 5.0= (Eq. 6.2.3-4)

Equations 6.2.3-1 and 6.2.3-4 with Tables 6.2.3-1 through 6.2.3-4, along with a healthyfactor of safety, allow us to determine the suitability of a given curb in a specified seismicapplication. Since the curb walls are very thin compared to any other dimensions, anydents, creases, or other defects will drastically lower the critical buckling loads, a factor ofsafety in the range of 3:1 or 4:1 is considered appropriate to account for the possibility ofsuch minor damage. Major damage must be corrected.

The last issue that must be addressed is the presence of large-scale penetrations in thecurb walls. Screw and pop rivet holes are not considered to be large-scale holes. Large-scale penetrations are those that are made for ducts, pipes, or conduits. Figure 6.2.3-5shows a rectangular penetration for a duct.

Ht

La or Lb

WOODENNAILER

Figure 6.2.3-5. Typical Duct Penetration.

If left un-reinforced, this penetration would eliminate any significant seismic load-carryingability for that side of the curb. However, in some case an appropriate reinforcementscheme for a duct penetration, similar to that shown in Figure 6.2.3-6, can be added. In


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this scheme, the reinforcement “ring” made out of sheet metal is placed around the hole.

Ht

La or Lb

WOODENNAILER

REINFORCEMENT "RING" AROUNDDUCT PENETRATION.

Figure 6.2.3-6. Reinforcement of Duct Penetrations.

The ring must have a thickness equal to or greater than that of the curb wall and extend atleast 2 inches beyond the penetration. The “ring” must be pop riveted, screwed, or spotwelded in place. Enough fasteners should be used to ensure that the loads aretransferred to the “ring.” In addition to the ring, vertical restraints made up of treated wood2 X 2’s should be placed as shown in Figure 6.2.3-6. The total seismic load carrying abilityof this side of the curb should be reduced as follows:

( )haap LLFf −= 5.0 (Eq. 6.2.3-5)

and,

( )hbbp LLFf −= 5.0 (Eq. 6.2.3-6)

In these two equations, fap and fbp are the distributed horizontal seismic loads carried bythe long and short sides, respectively, of a curb with a duct penetration in one of the walls.The term Lh represents the length of the duct penetration. Another type of penetration is acircular penetration for either a pipe or a cable conduit. This type of penetration is shownin Figure 6.2.3-7. These penetrations are much smaller than the one for a duct. “Ringing”these penetrations as shown in Figure 6.2.3-8 should provide sufficient reinforcementwithout the loss of seismic load-carrying capacity. The “rings” should have the samethickness as the walls of the curb and extend at least 2 inches beyond the penetration.The attachment may be by pop rivet, screw, or spot weld. A sufficient number of fasteners


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Ht

La or Lb

WOODENNAILER

Figure 6.2.3-7. Typical Piping/Conduit Penetrations.

Ht

La or Lb

WOODENNAILER

REINFORCEMENT RINGS AROUNDPIPE & CONDUIT PENETRATIONS.

Figure 6.2.3-8. Reinforcement of Piping/Conduit Penetrations.

must be used to ensure that loads are effectively transferred to the reinforcing “rings.”

The intent of this document is to provide input and guidance as to how loads aretransferred through a sheet metal curb. The tables and equations presented in thisdocument may be used with factors of safety of 3:1 to 4:1 in order to estimate theperformance of a curb for a specific seismic application. However, prior to installation athorough analysis should be made by the curb manufacturer or KINETICS NOISECONTROL.


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DOCUMENT:

D6.2.4

ATTACHMENT OF SHEET METAL CURBS TO THE BUILDINGPAGE 1 OF 12 RELEASE DATE: 5/21/04

Attachment of Sheet Metal Curbs to the Building

Attachment of a sheet metal curb to a roof structure involves intimate knowledge of thetype of roof being used, the slope of the roof, the location of the curb on the roof, and theorientation of the curb with respect to the roof structure and slope. We, at Kinetics NoiseControl, usually do not have access to all of the information necessary to completelyspecify the connection between the curb and the roof structure. Having said all of that, thisdocument will provide some of the requisite guidelines for attaching a sheet metal curb toa roof structure.

General Comments

We will begin by making some general comments on attaching sheet metal curbs to roofsmade of different materials.

1.) The attachment fasteners at the foot of the sheet metal curb are assumed to beloaded primarily in shear.

2.) If uplift forces are present they must be carried directly to the roof by the KSCVSeismic & Wind Vertical Restraint Kits at each corner of the equipment.

3.) The local attachment between the roof and the building structure musthave a capacity greater than or equal to the loads transferred from thesheet curb foot and the KSCV kits to the roof!

4.) The minimum number of fasteners per curb side will be three regardless of thefastener type or size. There will be one fastener approximately at each end ofthe curb side, and one approximately at the middle.

5.) The actual positions of the fasteners are approximate to account for verticalcurb wall reinforcements, troughs in metal decking, etc.

6.) Support beneath the sheet metal curb side wall must be continuousaround the entire perimeter to maintain the full horizontal seismic, and/orwind load rating. If the curb side wall is required to span significantdistances, it will be placed in bending, and thus suffer a large reduction inthe horizontal load-carrying capacity!

7.) Sheet metal curbs may be allowed to span the valleys in metal roof decking.However, if vertical reinforcements are required for the curb side walls, thereinforcements must not be located above a valley in the metal roof decking, orthe valley must be spanned with a support for the reinforcement as discussed ina later paragraph.

Attachment to Metal Decking

The sheet metal curb foot may be fastened to metal decking using sheet metal screws ofsufficient size and quantity to carry the required loads, see Figure 6.2.4-1. Kinetics NoiseControl requires that the screws be no smaller than No. 10 and that they have a washer-


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type head. The washer-type head helps reduce the incidence of pull-through. Theanalysis provided by Kinetics Noise Control is based on a flat roof, and will give arecommended number of No. 10 or No. 12 sheet metal screws per side, and themaximum allowable spacing for each screw size. The sheet metal screws must be longenough so that their threads can be fully engaged at the maximum screw diameter togenerate full screw strength. Since the foot of the curb must be continuously supported,14 gage sheet steel may be used to bridge the valleys in the metal roof decking to supportthe foot of the curb as shown in the view in Figure 6.2.4-1.

As shown in Figure 6.2.4-2, the curb may also be fastened to the metal deck with throughbolts and nuts. Standard steel washers should be used under the nuts and bolt heads toprevent pull-through. It is good practice to insert the bolts as shown in Figure 6.2.4-2, andto use double nuts. This will help to maintain the integrity of the joint over time. Theanalysis by Kinetics Noise Control specifies the number of ¼-20 UNC SAE Grade 2 boltsto use per each curb side, and the maximum allowable spacing for use on a flat roof.

Curb installations have been made by welding the curb foot to the metal decking. Thestrength of these welds is dependent on the type of welder being used, the procedurebeing followed, and the actual materials involved in the weld joint. There are too manyunknowns for Kinetics Noise Control to specify the number and size of the welds requiredto attach a curb to a metal roof deck. However, if the shear strength of the welds used isequivalent to the shear strength of the fasteners indicated by Kinetics Noise Control, theweld attachment will be adequate. It is up to the Design Professional of Record to specifythe number and size of the welds required to attach the curb to the metal deck once thedetails of the welding process and materials are known.

When vertical reinforcements are used the reinforcement must not lie over top of anunsupported portion of the curb foot. This would occur if the foot of the curb was spanninga valley in the metal roof decking. A bridge that is tied into the adjacent portions of thedecking must be created beneath the vertical reinforcement. Figure 6.2.4-3 shows oneway this may be accomplished. It is important that at least two screws attach the bridge tothe deck on both the inside and the outside of the curb side wall.

Attachment to Structural Steel

Kinetics Noise Control requires that sheet metal curbs be attached to structural steel withthrough bolts and nuts with washers beneath the bolt heads and nuts, as shown in Figure6.2.4-4. Again it is good practice to insert the bolts as shown, and to use double nuts.Certain structural shapes will require the use of square beveled structural washers. For aflat roof the analysis provided by Kinetics Noise Control will indicate the proper number of¼-20 UNC SAE Grade 2 bolts per curb side and the maximum allowable spacing. Notethat the curb side wall is fully supported by the structural members.


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DOCUMENT:

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14 G

A. S

TEEL

SH

EET,

BY

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TOBR

IDG

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ETAL

RO

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DEC

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LLEY

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TWO

(2) N

o. 1

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o. 1

0 SH

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MET

AL S

CR

EWS

PER

FAS

TEN

ER L

OC

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N, B

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S.

No.

12

OR

No.

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SHE

ET M

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SC

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ETAL

DEC

K, N

UM

BER

& S

PAC

ING

SPE

C'D

BY

KIN

ETIC

S.

Figure 6.2.4-1. Attachment to Metal Decking Using Sheet Metal Screws.


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DOCUMENT:

D6.2.4


14 G

A. S

TEEL

SH

EET

, BY

OTH

ERS,

TO

BRID

GE

MET

AL R

OO

F D

ECK

VALL

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(2) N

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0 SH

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,BY

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1/4-

20 U

NC

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LTS,

NU

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WAS

HER

S TO

ATT

ACH

CU

RB

TO M

ETAL

DEC

K, N

UM

BER

& S

PAC

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SPE

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BY

KIN

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S.

Figure 6.2.4-2. Attachment to Metal Decking Using Through Bolts.


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DOCUMENT:

D6.2.4


PREFERREDINSTALLATION

OPTIONALINSTALLATION

14 GA. STEEL SHEET, BY OTHERS, TOBRIDGE METAL ROOF DECK VALLEY.

TWO (2) No. 12 OR No. 10 SHEET METAL SCREWS,BY OTHERS, ON EACH SIDE OF THE CURB SIDE WALL.

KSCV VERTICAL SIDE WALLREINFORCEMENT KIT

BY KINETICS

Figure 6.2.4-3. Vertical Reinforcement Placement for Metal Decking.

Curbs have been attached to structural steel by welding. As before, Kinetics Noise Controlwill not make any recommendations concerning the weld size and number. It will be up tothe Design Professional of Record to specify the number of welds and their size.However, the welds must be of sufficient size and number to have a capacity greater thanor equal to the number of ¼-20 UNC SAE Grade 2 bolts specified by Kinetics NoiseControl for the application in question.

Attachment to Concrete

In order to attach a curb to a concrete deck, the concrete must have a minimumcompressive strength of 3,000 psi and be steel reinforced. Figure 6.2.4-5 shows a typicalconcrete roof installation. The analysis provided by Kinetics Noise Control will indicate theproper number of ¼” concrete wedge-type anchors per side and the maximum allowablespacing. The ¼” wedge-type anchors require an embedment depth of 2” and a minimumdistance to any edge of the concrete of 33/8”. Double nuts are not necessary for thisinstallation due to the wedging action of the anchor when properly tightened.


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1/4-

20 U

NC

SAE

GR

ADE

2 BO

LTS

, NU

TS, &

WAS

HER

S TO

ATT

ACH

CU

RB

TO S

TRU

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EL, N

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& S

PAC

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BY

KIN

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S.

STR

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AL S

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(C),

(MC

), A

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(S) S

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SH

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.

Figure 6.2.4-4 Attachment to Structural Steel Using Through Bolts.


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1/4

X 3-

1/4

WED

GE-

TYPE

CO

NC

RET

E AN

CH

OR

S W

ITH

NU

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Figure 6.2.4-5 Attachment to Concrete Using Wedge-Type Anchors.


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In order to maintain the full capacity of the ¼” wedge-type anchors, the spacing betweenadjacent anchors must be no less than 4”. In addition, the deck must be thick enough toprovide a minimum of 1” cover beneath the bottom of the hole for the ¼” wedge anchor.

Attachment to Wood

In general, wood is a highly variable structural material in terms of its strength anduniformity. The strength of a piece of wood depends very strongly on its grain structureand direction, as well as its species, moisture content, and growing conditions. The in situstrength of the wood can change over time as its moisture content increases or decreasesrelative to the surrounding environment. Wood is also susceptible to strength reductionsdue to aging and insect infestations. Also, plywood decking and “glulam” structuralcomponents may be delaminated over time through exposure to harsh environments, andthus lose their integrity.

Wherever possible, Kinetics Noise Control recommends that attachments be made towood using through bolts, nuts, washers, and “fish-plates” against the wood side of thebolt joint. This arrangement is depicted in Figure 6.2.4-6. The bolts should be inserted asshown and retained with double nuts. The minimum recommended “fish-plate” size andmaterial is ¼” X 3” X 3” ASTM A36 steel. The “fish-plate” distributes the compressive loadfrom the nut, and prevents crushing of the wood fibers. The “fish-plate” is to be providedby others.

There may be some cases where the use of lag screws may be most appropriate. Twoexamples of this type of installation are also detailed in Figure 6.2.4-6. Note, in both of thecases shown, the required embedment for the lag screw is into the structural timber. Theembedment for the lag screw is measured to where the tapered point begins. Care mustbe taken to maintain the proper edge and end distances in the structural timbers for thelag screws in order to develop their full capacity. Pilot holes of the proper diameter mustbe drilled slightly beyond the required embedment for the lag screws to prevent splitting ofthe structural timbers. Do not allow the pilot holes to go clear through the structural timber.Note that the curb side wall is fully supported by the structural timbers.

Attachment to Sloped Roofs

Sloped roofs present an interesting problem for the attachment of sheet metal curbs. Theideal sheet metal curb for a sloped roof would be one where the sheet metal was cut andbent to accommodate the slope. This would keep the equipment level, and still allow thecurb to be attached to the roof directly using the fasteners as recommended by KineticsNoise Control. However, frequently standard curbs of uniform height are ordered andapplied to sloped roofs. Blocking is placed under the foot of the curb to level the curb.Depending on the slope of the roof, the height of the blocking could be considerable. Thispresents serious problems when attempting to create a competent connection betweenthe curb and the roof.


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D6.2.4


PLYW

OO

D D

ECKI

NG

BY O

THER

S.

2 in

. X 4

in. M

IN.

WO

OD

EN J

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1/4

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1/4

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in.

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A36

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3/8

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1/4-

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S.

Figure 6.2.4-6 Attachment to Wood Using Through Bolts & Lag Screws.


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The blocking for a seismically rated sheet metal roof curb must continuously support thecurb side walls. This is required to prevent bending in the side walls which woulddrastically reduce the curb’s ability to carry horizontal seismic and/or wind loads. Apossible roof curb arrangement on a sloped roof is shown in Figure 6.2.4-7. The blockingis cut in such a way that it provides full and continuous support for the curb side walls.

The attachment hardware passes through the blocking. This ensures that the blocking willremain in position beneath the curb side wall. The holes through the blocking for theattachment hardware should be tight against the hardware. It would be best if theattachment hardware had to be “tapped” into place. A close fit with the attachmenthardware will reduce the bending stress to near zero, and keep the hardware in shear.

When the height of the blocking exceeds (3) three inches, the attachment hardware thatprovides the most flexibility is ¼-20 UNC SAE Grade 2 All-Thread. Use double nuts andwashers on each end of the All-Thread. Where the height of the blocking is not excessive,the attachment hardware discussed in the previous paragraphs may be used as long as itpasses through the blocking with minimal clearance.

Figure 6.2.4-8 provides a detail to handle situations where the blocking on two adjacentsides meets at a corner. To help maintain the integrity of the attachments, it is necessarythat the corners of the blocking be reinforced inside and out with field-fabricated sheetmetal angles. The angles must be attached to the curb with sheet metal screws as shown.The threads of the screws must fully engage the sheet metal of both angles to develop thefull capacity of the screws. The minimum number of screws recommended per leg is (3)three, (4) four screws per leg are shown. There will be corners where the blocking is shortenough so that corner bracket is not needed. It is only necessary to install the cornerbrackets when the blocking exceeds (2) two inches in height.

Conclusion

This section has taken a quick and very general look at the attachment of sheet metalcurbs to roof structures. There will be many situations that are not specifically addressedby this document, which is not intended to be all encompassing. The drawings anddescriptions are intended to provide general guidelines to help the Design Professional ofRecord, and the contractor with the installation of a curb.

The use of mounting hardware larger that ¼-20 UNC should be avoided. The use of alarger number of smaller fasteners will provide a better load distribution along the foot ofthe curb than a small number of larger fasteners. The key to using sheet metal curbs inseismic applications is to distribute the loads entering the curb from the equipment andexiting the curb to the equipment as evenly as possible.


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BLO

CKI

NG

, BY

OTH

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TO B

E C

ON

TIN

UO

US.

RO

OF

LIN

E

Figure 6.2.4-7 Blocking & Attachment for a Sloped Roof.


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DOCUMENT:

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14 GAGE STEEL CORNERBRACKETS, BY OTHERS.

No. 10 OR No. 12 SHEET METALSCREWS, BY OTHERS.

Figure 6.2.4-8 Curb Blocking Corner Detail.


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DOCUMENT:

D6.2.5

LIMITS OF SHEET METAL CURBS IN SEISMIC APPLICATIONSPAGE 1 OF 14 RELEASE DATE: 5/21/04

Limits of Sheet Metal Curbs in Seismic Applications

Introduction

In order to understand the limitations of sheet metal curbs in seismic applications, areview of how forces are transferred through the curb, which is covered in detail inDocument 6.2.3, is in order. This discussion will evolve around curbs that have arectangular plan view as shown in Figure 6.2.5-1. The sides of the curb will be designatedas shown in Figure 6.2.5-1. The inside length of the curb is designated La. The insidewidth of the curb is given the designation Lb.

La

Lb

SIDE C

SID

E B

SID

E D

SIDE A

Figure 6.2.5-1. Plan View of a Rectangular Sheet Metal Curb.

An elevation view of any one of the curb side walls is shown in Figure 6.2.5-2. In thisfigure, H is the height of the curb side wall. The thickness of the curb wall material isdesignated as t. The term w is the distributed weight of the equipment. It is shown as aneven distribution; however, it may be an increasing quantity from one side to the other.The horizontal applied seismic and/or wind load is designated as f. Again, f is shown asan evenly distributed load, although it may also be increasing from one side of the curb tothe other. These loads must be carried in the plane of the curb wall. Loads that areperpendicular to the plane of the curb wall will lead to premature buckling of the curb wall.

Curb Side Wall Weight Bearing Limit

The primary failure mode for the curb side walls is buckling. Buckling is a very dangerous


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failure mode. It is a geometry-related failure, it occurs in regions of compression loading,and always occurs at a stress that is much lower than the yield stress of the material.Structures that have at least one cross-sectional dimension that is small compared to thelength or height dimension are candidates for a buckling type-failure. If one side wall

Ht

w

f

Rw

Rh

La or Lb

WOODENNAILER

Figure 6.2.5-2. Typical Curb Side Wall Elevation View.

buckle, the adjacent side walls may not be able to carry the additional load and may failas well. Thus, buckling, when it occurs, is a catastrophic failure. We cannot predict theexact load at which buckling will occur. We can only predict a load above which bucklingmay occur in a perfect curb side wall. The actual buckling limit may be much lower due todents and imperfections in the curb side walls.

Table 6.2.5-1 presents the allowable distributed weight load, wA', that may be applied to acurb side wall as a function of the curb height, H, and the curb wall thickness, t. This tableis base on Table 6.2.3-1, and is expanded to include 12 gage sheet steel for the curb sidewalls. The allowable distributed weight load, wA', includes a factor of safety of 2:1. As aninitial check on the suitability of using a sheet metal curb with the specified piece ofequipment, compute an average distributed weight load for the equipment assuming thatthe equipment C.G. is located in the geometric center of the equipment. Equation 6.2.5-1

w = W/[2*(La+Lb)] (Eq. 6.2.5-1)

provides an estimate for the distributed weight loading for an application. An example ofhow this equation may be used in conjunction with Table 6.2.5-1 to determine the properspecifications for a curb to carry a given piece of equipment is presented. In Equation6.2.5-1 W is the total weight of the equipment supported by the curb.


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Table 6.2.5-1; Allowable Vertical Curb Wall Loading ( wA' ) (lb/in)

CURBWALL 18 GAGE 16 GAGE 14 GAGE 12 GAGE 10 GAGE

t (in.) 0.0478 0.0598 0.0747 0.1046 0.1345

H(in.)

6.0 41.1 80.5 157 431 916

9.0 18.3 35.8 69.8 192 407

12.0 10.3 20.1 39.2 108 229

14.0 7.55 14.8 28.8 79.2 168

15.0 6.58 12.9 25.1 69.0 147

18.0 4.57 8.95 17.4 47.9 102

21.0 3.36 6.57 12.8 35.2 74.8

24.0 2.57 5.03 9.81 26.9 57.3

30.0 1.65 3.22 6.28 17.2 36.7

36.0 1.14 2.24 4.36 12.0 25.5

Example No. 1:

W = 14,000 lbs.La = 375 in.Lb = 99 in.

w = 14,000/[2*(375+99)] = 14.8 lb/in

If, H = 14 in., and the application is for a non-essential facility in a low seismic area,the minimum curb wall must be 16 gage commercial quality sheet steel. If theapplication is for an essential facility, or a medium to high seismic area, then theminimum curb wall should be 14 gage commercial quality sheet steel.

If, H = 24 in., and the application falls into any facility and any seismic area, theminimum curb wall must be 12 gage commercial quality sheet steel.

The preceding example clearly shows that care must be used in selecting a sheet metal


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curb for any application. The example did not consider a piece of equipment where theC.G. was offset from the geometric center of the equipment by a significant amount, or acurb that has a large opening cut in the side wall to accommodate ductwork. The offsetC.G. will lead to a non-uniform weight distribution and a concentration of load on one sideor in one corner. If the C.G. is offset from the geometric center of the equipment by morethan 5% of the length or width, then a detailed analysis must be done to ensure that localbuckling is not an issue. Holes cut in the curb side walls drastically reduce the load-bearing capacity of the curb, and must be taken into account. The length of the curb sidewall affected by the opening must be subtracted from the length of the curb side wall.Then, for the curb side wall with the duct opening, the result of Equation 6.2.5-1 may bemodified for the side with the duct opening as follows for the long sides of the curb.

wa = w*[La/(La-Ld)] (Eq. 6.2.5-2)

And, for the short sides of the curb, the modification is given below.

wb = w*[Lb/(Lb-Ld)] (Eq. 6.2.5-3)

In Equations 6.2.5-2 and 6.2.5-3 wa and wb are the distributed weight loads on the longand short sides of the curb, respectively, when a duct opening is present in the curb sidewall. The term Ld represents the length of the duct opening in the curb side wall. ExampleNo. 2 demonstrates how the presence of a duct opening can affect the load-bearingcapacity of a sheet metal curb.

Example No. 2:

W = 14,000 lbs.La = 375 in.Lb = 99 in.Ld = 24 in. The duct opening is in the short sides.

w = 14,000/[2*(375+99)] = 14.8 lb/in

wb = 14.8*[99/(99-24)] = 19.5 lb/in

If, H = 14 in., and the application is for a non-essential facility in a low seismic area,the minimum curb wall for the side with the duct opening must be 14 gagecommercial quality sheet steel. If the application is for an essential facility, or amedium to high seismic area, then the minimum curb wall should be 12 gagecommercial quality sheet steel.

When a duct opening is present, the curb wall with the opening will need to be made fromheavier gage sheet steel than the curb walls without the duct opening.


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Curb Side Wall Horizontal Seismic and Wind Load Bearing Capacity

As with the weight bearing limit, the horizontal seismic and wind load bearing limit of thecurb side walls will be dependent upon the buckling limit of the curb walls. The shearingloads enter the walls at the top of the curb and exit at the bottom. They remain in theplane of the curb side wall. Thus, only horizontal loads that are parallel to the curb wallswill be carried by those walls. This is demonstrated in the curb plane view shown inFigure 6.2.5-3.

FB FD

FA

FC

SIDE C

SID

E B

SID

E D

SIDE A1 3

42

FH

Figure 6.2.5-3. General Horizontal Load Distribution to the Curb Walls.

In Figure 6.2.5-3, the horizontal seismic and/or wind load, FH, will be distributed into thefour curb side walls. In the absence of evidence to the contrary, it is reasonable toassume the following:

FA = FC = FH*Cos (Eq. 6.2.5-4)

and

FB = FD = FH*Sin (Eq. 6.2.5-5)

The allowable horizontal seismic and wind loadings for various curb side wall materialgages and curb heights are given in Tables 6.2.5-2 through 6.2.5-6. These are values


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based on the critical buckling shear load for the curb side walls. The allowable loads givenin Tables 6.2.5-2 through 6.2.5-6 have a factor of safety of 2:1 with respect to the criticalbuckling load built into them. In these tables, w’ is the maximum allowable vertical loadwith no shear load applied.

Since the horizontal load enters the curb as a distributed load, the horizontal load thatmay be resisted by a curb side wall will depend on its length. Thus, the shorter the curbwall, the less its capacity to resist a horizontal seismic and/or wind load. The worstpossible seismic and/or wind load case for a sheet metal curb would be where thehorizontal load was parallel to the two short sides of the curb as illustrated inFigure 6.2.5-4.

FD FB

SIDE C

SID

E B

SID

E D

SIDE A1 3

42

FH

Figure 6.2.5-4. Worst-Case Horizontal Load Distribution to the Curb Walls.

For this worst-case loading the force balance will give the following relationship.

FH = FB + FD (Eq. 6.2.5-6)

For the purpose of determining the suitability of a particular curb for a given application, itwill be convenient to assume that


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DOCUMENT:

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F = FB = FD = FH/2 (Eq. 6.2.5-7)

The distributed load applied to the short side walls of the curb, f, will be as follows:

f = FH/(2*Lb) (Eq. 6.2.5-8)

The actual value for FH will be determined through the application of the building code inforce for the project. Example No. 3 will illustrated the application of Tables 6.2.5-1through 6.2.5-6.

Example No. 3:

W = 2,000 lbs.La = 115 in.Lb = 45 in.H = 24 in.

w = 2,000/[2*(150+50)] = 5.00 lb/in

For an un-reinforced curb wall, the minimum sheet metal for the curb walls will be16 Gage, see Table 6.2.5-1.

A.) FH = 0.50*W (0.5g)FH = 0.50*2,000 = 1,000 lbs.

f = 1,000/(2*50) = 10.00 lb/in

From Table 6.2.5-3, for w = 5.0 lb/in, fA' = 25.4 lb/in. This curb will perform wellin this application.

B.) FH = 1.00*W (1g)FH = 1.0*2,000 = 2,000 lbs.

f = 2,000/(2*50) = 20.00 lb/in

From Table 6.2.5-3, for w = 5.0 lb/in, fA' = 25.4 lb/in. This curb will perform wellin this application.


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DOCUMENT:

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C.) FH = 1.50*W (1.5g)FH = 1.50*2,000 = 3,000 lbs.

f = 3,000/(2*50) = 30.00 lb/in

From Table 6.2.5-3, for w = 5.0 lb/in, fA' = 25.4 lb/in. In this case, the curb isinadequate. Table 6.2.5-3 also shows that even if the curb side walls werereinforced to carry the equipment weight load, the curb would be inadequatefor the proposed seismic application. In order to have a 24 in. high curb inthis seismic application, the minimum curb side wall would need to be14 gage.

Duct openings will drastically reduce the ability of a curb wall to carry a horizontal seismicand/or wind load. In the presence of a duct opening, the load applied to a long side of thecurb, fa, will be given by

fa = f*[La/(La-Ld)] (Eq. 6.2.5-2)

In the presence of a duct opening, the load applied to the short side of the curb, fb, will be

fb = f*[Lb/(Lb-Ld)] (Eq. 6.2.5-3)

The effects of a duct opening on the seismic load carrying ability of the curb are illustratedin Example No. 4.

Example No. 4:

W = 2,000 lbs.La = 150 in.Lb = 50 in.Ld = 25 in. (Duct opening in short curb side.)H = 24 in.t = 16 Gage = 0.0598 in. (Curb side wall material thickness.)

w = 2,000/[2*(150+50)] = 5.00 lb/in

wb = 5.00*[50/(50-25)] = 10.00 lb/in

FH = 0.50*W (0.5g)

FH = 0.50*2,000 = 1,000 lbs.


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f = 1,000/(2*50) = 10.00 lb/in

fb = 10.00*[50/(50-25)] = 20.00 lb/in

The presence of a duct opening moves the curb specified in this example frombeing adequate for a 0.5g application to being inadequate. The curb wall with theduct opening would need to have a minimum material thickness of 14 gage.

The applicability of sheet metal curbs in seismic applications will be limited by manydifferent factors. Each proposed application must be individually assessed to determine itssuitability for a seismic or high wind installation. The tables and examples presented inthis document will allow the reader to make a rough estimate on the suitability of a sheetmetal curb for their application. However, the manufacturer of the curb, or Kinetics NoiseControl as the manufacture of the seismic restraints should be consulted for a detailedassessment of the curb and its application. Kinetics Noise Control has developed ageneralized analysis of sheet metal curbs based on the buckling strength of the curb sidewalls. This analysis is used to specify the number of horizontal and vertical restraintsrequired to resist the code-determined loadings. The analysis will also determine whethervertical reinforcement will enhance the application of the curb.


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Table 6.2.5-2; Allowable Horizontal Seismic & Wind Curb Wall Loading ( fA' ) (lb/in)

CURB WALL: 18 GAGE; t = 0.0478 in

--------- w(lb/in 0.0 2.5 5.0 10.0 15.0 25.0 50.0 75.0 150

w'(lb/in)

H(in)

82.3 6.0 233 231 230 227 224 218 200 170 N/A

36.6 9.0 104 102 101 97.8 94.5 86.4 N/A N/A N/A

20.6 12.0 58.3 56.9 55.4 52.0 47.7 N/A N/A N/A N/A

15.1 14.0 42.7 41.3 39.8 35.9 27.6 N/A N/A N/A N/A

13.2 15.0 37.3 35.9 34.4 30.1 N/A N/A N/A N/A N/A

9.14 18.0 25.9 24.4 22.7 N/A N/A N/A N/A N/A N/A

6.71 21.0 19.0 17.5 15.4 N/A N/A N/A N/A N/A N/A

5.14 24.0 14.5 13.0 9.87 N/A N/A N/A N/A N/A N/A

4.06 27.0 11.5 9.83 N/A N/A N/A N/A N/A N/A N/A

3.29 30.0 9.31 7.50 N/A N/A N/A N/A N/A N/A N/A

2.72 33.0 7.69 5.59 N/A N/A N/A N/A N/A N/A N/A

2.28 36.0 6.45 N/A N/A N/A N/A N/A N/A N/A N/A


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--------- w(lb/in) 0.0 2.5 5.0 10.0 15.0 25.0 50.0 75.0 150

w'(lb/in)

H(in)

161 6.0 455 454 453 450 447 442 426 409 327

71.6 9.0 203 201 200 197 194 188 168 N/A N/A

40.3 12.0 114 113 111 108 105 97.4 N/A N/A N/A

29.6 14.0 83.7 82.4 80.9 77.8 74.3 64.4 N/A N/A N/A

25.8 15.0 73.0 71.6 70.2 67.0 63.2 49.9 N/A N/A N/A

17.9 18.0 50.6 49.3 47.8 44.2 39.1 N/A N/A N/A N/A

13.1 21.0 37.1 35.7 34.1 29.8 N/A N/A N/A N/A N/A

10.1 24.0 28.6 27.1 25.4 18.6 N/A N/A N/A N/A N/A

7.95 27.0 22.5 21.0 19.2 N/A N/A N/A N/A N/A N/A

6.44 30.0 18.2 16.7 14.6 N/A N/A N/A N/A N/A N/A

5.32 33.0 15.0 13.5 10.7 N/A N/A N/A N/A N/A N/A

4.47 36.0 12.6 11.0 N/A N/A N/A N/A N/A N/A N/A


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DOCUMENT:

D6.2.5

LIMITS OF SHEET METAL CURBS IN SEISMIC APPLICATIONSPAGE 12 OF14 RELEASE DATE: 5/21/04



--------- w(lb/in) 0.0 2.5 5.0 10.0 15.0 25.0 50.0 75.0 150

w'(lb/in)

H(in)

314 6.0 888 887 885 883 880 875 860 846 795

140 9.0 396 395 393 391 388 382 366 348 N/A

78.5 12.0 222 221 219 217 214 207 189 155 N/A

57.7 14.0 163 162 160 158 155 148 124 N/A N/A

50.2 15.0 142 141 139 136 133 126 90.6 N/A N/A

34.9 18.0 98.7 97.4 96.0 92.9 89.6 81.2 N/A N/A N/A

25.6 21.0 72.4 71.0 69.6 66.4 62.6 48.8 N/A N/A N/A

19.6 24.0 55.4 54.1 52.6 49.2 44.6 N/A N/A N/A N/A

15.5 27.0 43.8 42.5 40.9 37.1 30.0 N/A N/A N/A N/A

12.6 30.0 35.6 34.2 32.6 28.2 N/A N/A N/A N/A N/A

10.4 33.0 29.4 28.0 26.3 20.3 N/A N/A N/A N/A N/A

8.72 36.0 24.7 23.2 21.4 N/A N/A N/A N/A N/A N/A


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D6.2.5




--------- w(lb/in) 0.0 2.5 5.0 10.0 15.0 25.0 50.0 75.0 150

w'(lb/in)

H(in)

862 6.0 2,438 2,437 2,435 2,433 2,430 2,425 2,411 2,397 2,355

383 9.0 1,083 1,082 1,081 1,078 1,075 1,070 1,056 1,041 993

215 12.0 608 607 605 603 600 594 580 564 504

158 14.0 447 446 444 441 439 433 418 400 314

138 15.0 390 389 388 385 382 376 361 342 N/A

95.8 18.0 271 270 268 266 263 257 239 216 N/A

70.4 21.0 199 198 196 194 191 184 164 N/A N/A

53.9 24.0 152 151 150 147 144 137 110 N/A N/A

42.6 27.0 120 119 118 115 112 104 N/A N/A N/A

34.5 30.0 97.6 96.2 94.8 91.8 88.4 80.0 N/A N/A N/A

28.5 33.0 80.6 79.3 77.8 74.7 71.1 60.6 N/A N/A N/A

23.9 36.0 67.6 66.2 64.8 61.5 57.6 N/A N/A N/A N/A


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DOCUMENT:

D6.2.5




--------- w(lb/in) 0.0 2.5 5.0 10.0 15.0 25.0 50.0 75.0 150

w'(lb/in)

H(in)

1,833 6.0 5,185 5,183 5,182 5,179 5,177 5,171 5,158 5,144 5,103

814 9.0 2,302 2,301 2,300 2,297 2,294 2,289 2,275 2,262 2,219

458 12.0 1,295 1,294 1,293 1,290 1,287 1,282 1,268 1,254 1,208

337 14.0 953 952 951 948 945 940 926 911 861

293 15.0 829 827 826 823 821 815 801 786 734

204 18.0 577 576 574 572 569 563 549 532 471

150 21.0 424 423 422 419 416 410 395 377 260

115 24.0 325 324 323 320 317 311 295 275 N/A

90.5 27.0 256 255 253 251 248 242 224 199 N/A

73.3 30.0 207 206 205 202 199 193 173 N/A N/A

60.6 33.0 171 170 169 166 163 156 133 N/A N/A

50.9 36.0 144 143 141 138 135 128 95.9 N/A N/A


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DOCUMENT:

D6.2.6

RULES FOR SHEET METAL CURBS IN SEISMIC APPLICATIONSPAGE 1 OF 1 RELEASE DATE: 10/29/03

Rules for Sheet Metal Curbs in Seismic Applications

1. The seismic load carrying capability of a sheet metal roof curb is greatlyimproved with the addition of sufficient vertical reinforcement to the curb wallsto carry the weight load of the equipment. Reinforcement in the form of treatedwooden 2 X 2’s is adequate. A minimum of three per side is required: one ateach end and one in the middle. More reinforcement may be required for tall,narrow equipment particularly in conjunction with high seismic loads.

2. Provisions must be made to transfer vertical uplift loads produced by seismic orwind forces directly to the roof structure without producing excess bending inthe curb wall.

3. For light-gage curbs, horizontal loads may be transmitted only in the plane ofthe curb walls. Opposite curb walls will carry similar loads.

4. For design purposes, the short sides of the curb must be able to carry the entirehorizontal seismic or wind load.

5. If the Center of Gravity (CG) of the equipment is more than 10% off of thegeometric center of the plan view of the curb special attention must be given tomore heavily loaded portions of the curb. CG variation greater than thatmentioned above causes high stresses and possible local buckling of the curbin the corner carrying the highest weight.

6. Large penetrations (larger than a screw or bolt hole) of the curb walls forductwork, piping, and power cable conduits are not be permitted unless thepenetration has been adequately reinforced. Adequate reinforcement shallconsist of enough treated wood 2 X 2’s to carry the weight load of theequipment across the penetration, see Document 6.2.3. Also, the curb wall is tobe reinforced with sheet metal of a thickness equal to that of the curb wall. Thewidth of this reinforcement is to be not less than 2 inches, see Document 6.2.3.This is necessary to transfer the horizontal seismic force around thepenetration. The allowable seismic load of the side with the penetration and itsopposite side should also be reduced by 50%.


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PAGE:

D10.0

TABLE OF CONTENTS (Chapter D10)SUSPENDED EQUIPMENT RELEASE DATE: 10/12/04

TABLE OF CONTENTS

SUSPENDED EQUIPMENT Chapter D10

Seismic Forces Acting On Equipment D10.1

Basic Primer for Suspended Equipment with Cable Restraints D10.2

Pros and Cons of Struts versus Cables D10.3

Layout Requirements for Suspended Equipment

Requirements for Suspended Equipment Restraints D10.4.1(Definitions and Locating Requirements)

Suspended Equipment Restraint Arrangements D10.4.2

Suspended Equipment Restraint Attachment Details

Transferring Forces D10.5.1

Cable Clamp Details D10.5.2

Suspended Equipment Attachment Details D10.5.3

Structural Attachment Details D10.5.4

Connection Options for Awkward Situations D10.6


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www.kineticsnoise.com/SeismicBook/Pdfs/D10/D10.1 - Seismic Forces Acting on Susp Equipment.pdf

www.kineticsnoise.com/SeismicBook/Pdfs/D10/D10.1 - Seismic Forces Acting on Susp Equipment.pdf

www.kineticsnoise.com/SeismicBook/Pdfs/D10/D10.2 Basic Primer For Suspended Equipment.pdf

www.kineticsnoise.com/SeismicBook/Pdfs/D10/D10.2 Basic Primer For Suspended Equipment.pdf

www.kineticsnoise.com/SeismicBook/Pdfs/D10/D10.3 Pros and Cons of Struts vs Cables.pdf

www.kineticsnoise.com/SeismicBook/Pdfs/D10/D10.3 Pros and Cons of Struts vs Cables.pdf

www.kineticsnoise.com/SeismicBook/Pdfs/D10/D10.4.1 Suspended Equip Restraints-Defs and Locs.pdf

www.kineticsnoise.com/SeismicBook/Pdfs/D10/D10.4.1 Suspended Equip Restraints-Defs and Locs.pdf

www.kineticsnoise.com/SeismicBook/Pdfs/D10/D10.4.2 Suspended Equip Restraint Arrangements.pdf

www.kineticsnoise.com/SeismicBook/Pdfs/D10/D10.4.2 Suspended Equip Restraint Arrangements.pdf

www.kineticsnoise.com/SeismicBook/Pdfs/D10/D10.5.1 Transferring Forces.pdf

www.kineticsnoise.com/SeismicBook/Pdfs/D10/D10.5.1 Transferring Forces.pdf

www.kineticsnoise.com/SeismicBook/Pdfs/D10/D10.5.2 Cable Clamp Details.pdf

www.kineticsnoise.com/SeismicBook/Pdfs/D10/D10.5.2 Cable Clamp Details.pdf

www.kineticsnoise.com/SeismicBook/Pdfs/D10/D10.5.3 Suspended Equip attachment details.pdf

www.kineticsnoise.com/SeismicBook/Pdfs/D10/D10.5.3 Suspended Equip attachment details.pdf

www.kineticsnoise.com/SeismicBook/Pdfs/D10/D10.5.4 Structural attachment details for Susp Equipment.pdf

www.kineticsnoise.com/SeismicBook/Pdfs/D10/D10.5.4 Structural attachment details for Susp Equipment.pdf

www.kineticsnoise.com/SeismicBook/Pdfs/D10/D10.6 connection options for akward situations.pdf

www.kineticsnoise.com/SeismicBook/Pdfs/D10/D10.6 connection options for akward situations.pdf




DOCUMENT:

D10.1

SEISMIC FORCES ACTING ON HANGING EQUIPMENTPAGE 1 OF 3 RELEASE DATE: 6/03/04

Seismic Forces Acting on Suspended Equipment

When subjected to an earthquake, Suspended equipment must resist all lateral forces,without regard to their direction. The restraint components for these systems must resistpullout and localized structural failures. Unlike piping and ductwork, there are rarelyconcerns about the buckling of the equipment. Generally the equipment is assumed to berugged enough to maintain it shape throughout the seismic event.

In most cases, equipment is suspended from the deck above on either fixed or isolatedhanger rod systems. On more rare occasions the equipment may be bolted directly to theunderside of the structure without the inclusion of hanger rods. For the later, theanchorage must be assumed to resist the seismic as well as gravity forces. Whenmounted on hanger rods, struts or cables are used to absorb the seismic forces.

When working with suspended equipment, unlike piping and ductwork, the codes ingeneral do not identify global exemptions. Refer to the code section for specificexemptions, but in general equipment less than 15 pounds in weight does not require theinstallation of “purpose built” seismic restraint componentry. Conventional attachment isassumed to be adequate.

When installing restraints on hanging equipment, it must be kept from moving in anyhorizontal direction. The use of cable restraints or struts can induce uplifting forces attheir attachment point and if these overcome gravity forces, devices to resist this uplift arealso required.

Whether restraining equipment with cables or struts, a minimum of 4 restraints areneeded for each piece of equipment. Cables are typically connected to the equipmentcorners (approx) and run in a direction diagonal to the unit. When looking up at theequipment, each cable should be oriented at approximately 90 degrees to the cables oneither side of it creating a “paddle wheel” look with 4 paddles.

When struts are used, they can be oriented like the cables or they can be oriented asshown below.


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D10.1


The requirement for 4 struts is to prevent the rotation of the equipment that will occur if 2struts are used that do not line up exactly with the equipment’s center of gravity.

Ideally, the restraint members should be at as shallow an angle as possible (mostlyhorizontal). As the angle becomes steeper (the restraint member becomes more vertical),the vertical forces in the hanger rods increase. At 45 degrees the vertical force equals thehorizontal force and at 60 degrees the vertical force is 1.73 times the horizontal force.

The net result is that for cable systems or for struts loaded in tension, the uplift forcecaused by the cable or strut can be greater than the downward weight load from theequipment. Depending on the support rod length and stiffness, this can cause the supportrod to buckle. Rod stiffeners are used to protect against this condition and sizinginformation is available in Chapter D4 of this manual.

Unlike cables, if struts are used for restraint they can also be loaded in compression. Thehanger rod and its anchorage for these applications must be designed to accommodatethese combined loads. Hanger rod sizing information is also available in Chapter D4 ofthis manual.

Proper Use of Force Class Tables when evaluating Hanging Equipment

The Force Class tables presented in Chapter D4 can be used to size cables, struts,hanger rods and stiffeners for equipment as well as for ductwork. Table 1 and 1A (D4.5)tailored with appropriate values for the equipment type (note that this may be differentthan the values used for piping or ductwork in the same structure) is the first table ofinterest.

Because this table is based on weight per foot of the piping or ductwork, it requires amodification before being used directly. Using the 10 ft OC spacing table, multiply thevalues in the weight per ft column by 10 to produce a table that reads directly in pounds.All values within the output portion of the 10 ft OC table remain unchanged.

The total equipment weight can then be compared to the modified values in the weightcolumn and the elevation in the structure to the appropriate elevation column to determinethe force class (or lateral restraint in pounds) that is required to properly restrain theequipment.

Tables 2 and 3 (D4.6) deal with piping and ductwork only and are not required whenworking with equipment.

Tables 4a, b, c all deal with sizing hanger rods, rod anchorage, struts and rod stiffeners.These can be used directly, inputting the weight for the worst case support location andthe Force Class as determined above.


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DOCUMENT:

D10.1


The final Tables (5 and 5a) in section D4.8 of the manual can also be used directly to sizecables, anchors and anchorage hardware components based on the Force Class or thelateral restraint force in pounds requirement that was previously determined.

A more detailed explanation of the use of these tables is in section D4.4 of the manual.


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DOCUMENT:

D10.2

BASIC PRIMER FOR SUSPENDED EQUIPMENTPAGE 1 OF 1 RELEASE DATE: 06/03/04

Basic Primer for Suspended Equipment

Failures in piping systems resulting from earthquakes have historically resulted in largequantities of water or other materials being dumped into occupied spaces of the buildingstructure. The resulting dollar damage to the building and its contents is oftenconsiderably more than the costs of damage to the building structure itself. In addition,failure of the building’s mechanical systems can render the structure unoccupiable untilthe damage is corrected, and result in major problems for the tenants and/or owners.

Because of the impact that failures of these systems have had in the past, designrequirements for piping systems and interfacing equipment have become much morestringent.

Within a building structure, there are multitudes of different kinds of systems, each with itsown function and requirements, many of which interface with suspended equipment or arein the immediate proximity of this equipment. Significant effort must be expended toensure that motion of the equipment induced by an earthquake will not damagesurrounding systems or the equipment itself.

This chapter of the manual is a “how to” guide and will deal only with the properinstallation and orientation of restraints and not whether or not they are required bycode, which can be researched further in Chapter D2, or by specification.

This chapter also does not address the sizing of restraint hardware. Section D10.1and Chapter D4 include sections on sizing componentry based on the designseismic force and the weight of the system being restrained and should beconsulted for this task.

Process equipment is not directly associated with building operating systems and oftenhas its own set of requirements. If there are no applicable special requirements, thisequipment should be restrained in a similar fashion to the building mechanical systems.

This manual will not address any special requirements for non-building processes.


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DOCUMENT:

D10.3

PROS AND CONS OF STRUTS VERSUS CABLESPAGE 1 OF 3 RELEASE DATE: 6/4/04

Pros and Cons of Struts Versus Cables

Both cables and struts have their place in the restraint of equipment. In order to minimizecosts and speed up installation, the differences between the two should be understood.

When restraining equipment there is typically no difference in the number of restraintsneeded. This is unlike piping or ductwork where normally a single strut can replace 2cable assemblies. The difference between equipment and piping/ductwork is that theequipment is small enough that in addition to swinging laterally from a seismic input, it caneasily rotate. 2 struts acting at 90 degrees to one another cannot resist this rotation.Under some cases it can be resisted using 3 struts properly aligned, but unless carefullyreviewed a minimum of 4 struts are recommended.

The obvious advantage to struts is that, when space is at a premium, cables angling up tothe ceiling on each side of a piece of equipment may take more space than is available.Struts can be fitted to one side only, allowing a more narrow packaging arrangement.

There are three significant advantages of cables, where they can be used. First, theycannot increase the tensile forces in the hanger rod that results from the weight load, sorod and rod anchorage capacities are not impacted. Second, they are easily set to theproper length. And third, they are well suited to isolated equipment applications.

To better explain the differences between the systems, it is necessary to look at howseismic forces are resisted with cables and struts. Shown below are sketches of bothcable-restrained and strut-restrained equipment.

Cable Restrained


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DOCUMENT:

D10.3


Strut Restrained

The key factor to note is that cables can only be loaded in tension. This means thatseismic forces can only generate compressive loads in the hanger rod. Seismic forcescan, however, load the strut in compression resulting in a tensile load on the hanger rod.

This tensile load is in addition to any deadweight load that may already be supported bythe hanger and is often significantly higher than the original load. This has the potential torip the hanger rod out of the support structure and must be considered when sizingcomponents.

Because of this added tensile component and the resulting impact on the necessaryhanger rod size, most strut manufacturers limit the maximum allowable strut angle (to thehorizontal) to 45 degrees. This is lower than typical allowable angles for cables that oftenreach 60 degrees from the horizontal. Although the tables listed in Chapter D4 of thismanual allow the use of higher angles for strut systems, users will find that the penaltiesin hanger rod size and anchorage will likely make these higher angles unusable inpractice.

It should also be noted that the hanger rods in tension become seismic elements. Thisoccurs with struts, but does not with cables. As a result, the system must comply with allof the anchor requirements specified by ICBO. This includes the use of wedge-typeanchors and embedment depths that are a minimum of 8 anchor diameters. With largeranchor sizes, floor slab thickness may cause this to become a significant problem.

With both cables and struts, the hanger rods can be loaded in compression. As theseismic force increases, it eventually overcomes the force of gravity and produces abuckling load in the hanger rod. It is mandatory in all cases that the rod be able to resistthis force.

There is a wide range of variables involved in determining the need for rod stiffeners toresist this buckling load. Factors that impact this need are 1) the magnitude of thecompressive force, 2) the weight load carried by the hanger rod, 3) the length of thehanger rod, 4) the diameter of the hanger rod, and 5) the angle between the restraint strut


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DOCUMENT:

D10.3


or cable and the horizontal axis.

Tables are included in Chapter D4 of this manual that allow the user to determine if thereis a need for a stiffener and to allow the proper selection if required.

Because uplift occurs, some attention must be given to isolated systems. First, whenusing isolators, the location of the isolation element needs to be at the top end of thehanger rod (close to, but not tight against the ceiling). If placed at the middle of thehanger rod, the rod/isolator combination will have virtually no resistance to bending andwill quickly buckle under an uplift load.

Second, a limit stop must be fit to the hanger rod, just beneath the hanger such that whenthe rod is pushed upward a rigid connection is made between the hanger housing and thehanger rod that prevents upward motion. This is accomplished by adding a washer andnut to the hanger rod just below the isolator (see the sketch below).


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DOCUMENT:

D10.4.1

DEFINITIONS AND LOCATING REQUIREMENTSPAGE 1 OF 2 RELEASE DATE: 6/4/04

Requirements for Suspended Equipment RestraintsDefinitions and Locating Requirements

While SMACNA has developed a set of restraint placement criteria based on analyticalreview, practical experience, and historical analysis for piping and ductwork, their materialdoes not address the restraint of equipment. The criterion presented in this manual isgenerally based on SMACNA concepts and criteria, except that it is modified to make itappropriate for use on equipment applications. The only exception to this is that the datahas been extrapolated to higher seismic force levels and hardware capacity limited forcesand is not limited by buckling issues as is the case with piping and ductwork.

With respect to the conceptual restraint arrangement illustrations, many of the SMACNAconcepts are appropriate and are referenced here.

In general, equipment is restrained on a unit by unit basis and the concept of “runs” asdefined in the piping and ductwork sections of the manual are not appropriate. In placeswhere there are long lengths of pipe or duct integral to the equipment (like radiantheaters), that portion of the equipment should be restrained in the same manner as pipingor ductwork. More information on this can be found in the piping/ductwork Chapters of themanual on this.

Also, in some cases, small pieces of equipment may be “hard” mounted into the ductwork.Under some conditions (see the code section of the manual), these can be treated as partof the duct and properly restraining the duct will result in acceptable restraint of theequipment. This is not true if the equipment is connected to the duct using a flexiblematerial.

Definitions

Lateral A horizontal force acting on the equipment in any direction.

Restraint A device that limits the motion of the equipment in any horizontal direction.

Rod Stiffener A component added to a hanger rod to prevent it from buckling

Restraint Requirements

1) Equipment must be restrained against a lateral force that can act in any direction.Multiple restraint components may be required to accomplish this task.

2) For long modularized equipment (20 ft or longer), additional restraints should beinstalled so the span between the restraints does not exceed 20 ft.


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DOCUMENT:

D10.4.1

DEFINITIONS AND LOCATING REQUIREMENTSPAGE 2 OF 2 RELEASE DATE: 6/4/04

3) Restraints must be connected to substantial attachment points on the equipment or toequipment support members that are in turn connected substantially to the equipment.Hardware in size equal to that identified for the restraint attachment (Chapter D4)should be used to attach the equipment.

4) All restraints for a given piece of equipment must be the same. (You cannot mix strutsand cables.)

5) With longer hanger rods, rod stiffeners are likely to be required. Refer to theappropriate table in Chapter D4 to determine: (1) if needed, (2) what size stiffenermaterial is appropriate, and (3) how frequently it needs to be clamped to the hangerrod.

6) In addition to possibly requiring rod stiffeners, when struts are used to restrainequipment, the size of the hanger rod and its anchorage also become critical. Againrefer to the appropriate table in Chapter D4 to determine the minimum allowable sizefor the hanger rod and anchor.

7) There is no hanger rod length or component size based exclusion rules forequipment as there is for piping or ductwork with the following exception. If theequipment is hard connected to a duct, small enough to be considered part of theduct (see appropriate code section) and the duct is exempted by one of these rules,the equipment can also be considered to be exempted.


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DOCUMENT:

D10.4.2

SUSPENDED EQUIPMENT RESTRAINT ARRANGEMENTSPAGE 1 OF 8 RELEASE DATE: 6/4/04

Suspended Equipment Restraint Arrangements

Although the basic principle of diagonal bracing is almost always used to design restraintsystems, the actual arrangement of these systems can vary significantly. Despite whatlooks like substantially different designs, the design forces in the members remain thesame, and the same rules apply when sizing components. Illustrated here are manydifferent restraint arrangements, all of which can be used in conjunction with the design“rules” provided in this manual.

Details of the end connections and anchorage hardware are shown in subsequentsections of the manual. It is assumed in this manual that the restraint component isattached to a structural element capable of resisting the design seismic load.

Due to variations in the installation conditions such as structural clearance, locations ofstructural attachment points, and interference with other pieces of equipment or systems,there will likely be significant benefits to using different arrangements in different locationson the same job.

The only significant caution here is that it is not permissible to mix struts and cables onthe same piece of equipment.

This manual addresses diagonal bracing slopes of between horizontal and 60 degreesfrom the horizontal. Angles in excess of 60 degrees to the horizontal are not permitted.

When installing restraints, each individual restraint should be installed perpendicular(±10 degrees) to the adjacent restraint as viewed from underneath. In addition, therestraints should be approximately aligned with the center of gravity of the piece ofequipment being restrained. Although it is typical to install restraints at each cornerextending radially outward from the piece of equipment, this arrangement is not


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DOCUMENT:

D10.4.2


mandatory. See the sketches below.

(4 Restraint Options, Restraint angles can vary 10 degrees from those shown)

(8 Restraint Options, Restraint angles can vary 10 degrees from those shown)

(4 Strut Option, Restraint angles can vary 10 degrees from those shown)


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DOCUMENT:

D10.4.2


In general, when restraining equipment, the component actually being restrained is themember that supports the equipment rather than the equipment itself. This is normally atrapeze bar. Because the goal is to restrain the actual equipment, it is necessary that therestrained element be connected to the equipment in such a way as to transfer theappropriate forces between the two.

If using the Force Class tables, the minimum bolt size used should equal or exceed thelisted bolt size for a “Bolted” type connection for the restraint (Table 5/5a in section D4.8).If using a certified calculation as provided by Kinetics Noise Control, the minimum boltsize will be identified on the calculation document.

Hanging Equipment Restrained with Cables

(Note on these and all sections below, the cables must be oriented in the plan view asidentified earlier in the paper.)

Restraint Examples

For some pieces of equipment that are intended to be suspended, mounting points arenormally provided. An example is an axial flow fan. For these kinds of equipment therestraints and the supporting hangers are normally connected to these mounting pointsdirectly as shown below. This arrangement works with both isolated and non-isolatedsystems. Note that the isolators are mounted with minimal clearance to the structure andthat a travel limiting washer is fitted to the hanger rod just below the isolator in the isolatedarrangement.

Cable Restraints used to restrain an Axial Flow Fan (Non-isolated)


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DOCUMENT:

D10.4.2


Cable Restraints used to restrain an Axial Flow Fan (Isolated)

Most equipment however is mounted using a trapeze bar arrangement. There are manyoptions that exist for the arrangements of restraints used in conjunction with trapeze-mounted systems. Shown below are several options for both non-isolated and isolatedcable-restrained systems.

\_/ (TOP)BOXED

\_/ (BOTTOM)

\_/ (TOP)SUSPENDED

Typical Cable Restraint Arrangements Mounted to a Trapeze (Non-isolated)


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D10.4.2


In addition to the conventional \_/ mounting arrangement, where there is sufficient roomabove the equipment, and X type of arrangement shown below can often be an attractivealternative.

X (TOP)BOXED

X Type Cable Restraint Arrangement Mounted to a Trapeze (Non-isolated)

\_/ (TOP)BOXED

\_/ (BOTTOM)

\_/ (TOP)SUSPENDED

Typical Cable Restraint Arrangements Mounted to a Trapeze (Isolated)


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D10.4.2


X (TOP)TRAPPED

X Type Cable Restraint Arrangements Mounted to a Trapeze (Isolated)

Hanging Equipment Restrained with Struts

(Note on these and all sections below, the cables must be oriented in the plan view asidentified earlier in the paper.)

It is recommended that struts not be used to restrain isolated equipment. Struts willgenerate hard connections between the equipment and structure and will greatly reducethe efficiency of the isolation system. Having said that, in some special situations it maybe possible to design restraint struts with integral isolation elements, but this is tediousand should be avoided unless drastic measures are required.

Restraint Examples

For a strut-restrained piece of equipment with integral attachment points located awayfrom the top surface, there is only one common arrangement. It is to connect the restraintand the support to the attachment point as shown below.

Strut Restraint Arrangement for Axial Fan (Non-Isolated only)

If the connection points for the equipment are on the top surface, the strut can be angledin the opposite direction as shown below.


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D10.4.2


Shown below are 4 options for trapeze-mounted equipment. All are equivalent.

4 Arrangements for the restraint of Trapeze mounted equipment with Struts

Special Cases

Equipment Supported at 2 points

When equipment is supported on only 2 points, caution must be used to ensure that therestraints are connected in such a way as to prevent lateral motion of the equipmentwithout allowing it to sway and put undo stress on the hanger rods. Classic examples ofthis type of equipment are Unit Heaters.

The condition of concern is illustrated below.


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D10.4.2


Possible Sway in Equipment Mounted on 2 Support Hanger Rods

In order to keep this swaying motion from occurring, it is necessary to ensure that on theaxis where swaying can occur, the restraints connect to the equipment at its verticalcenter of gravity (approx). This is not necessary on the opposite axis. See Below.

Acceptable Restraint Attachment Elevations for Double Rod Supported Equipment


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DOCUMENT:

D10.5.1

TRANSFERRING FORCES (SUSPENDED EQUIPMENT)PAGE 1 OF 2 RELEASE DATE: 06/04/04

Transferring Forces (Suspended Equipment)

In order for a restraint system to do its job, all elements of the connections need to besized and installed properly. Because of the large variety and quantity of interfacingconditions in any given installation, suspended systems in general are prone to problemsin this area.

The next several sections of this manual will deal with specific components used to clampcable ends together or anchor cables or struts to steel members, wood members, andconcrete or masonry. There are several types of connections used for each of theseconditions, and each type of connection requires some degree of care and understandingto achieve full capacity.

There are a few general rules that apply when adding restraints to systems. These arelisted below along with a few comments meant to provide a basic understanding orrationale.

1) Friction generally cannot be counted on when dealing with dynamic, seismic loadconditions. Connections, with the following exceptions, should be positive in natureand not require friction to ensure their continued long-term operation.

Exceptions:A) Cable end connections (swaged ends, u-bolts, Gripple clips, and cable nuts can

be used with appropriate installation procedures).B) Toothed strut nuts used in conjunction with a purpose-designed strut material

(Unistrut, for example).(Rationale: Permitted friction connections have been well researched and deal with anarrow range of applications. In addition, once properly tightened, the componentsare such that the likelihood of their coming loose as a result of seismic load conditionsis very low.)

2) Anchors used for the support of overhead equipment cannot also be used for theanchorage of seismic restraints. (Rationale: The loads used to size hanger rods andanchors are based on the weight loads generated by the piping system. Seismicforces can increase the tensile loads significantly, and the combination of loads cancause the anchorage to fail.)

3) Anchors to concrete must comply with minimum edge distance, spacing, and slabthickness requirements. To achieve full capacity ratings they must further not beinstalled into a surface containing significant tensile forces. (Rationale: All anchoragemust be in compliance with ICC allowables for seismic applications. Unless otherwisenoted, it is assumed that connections are not made to the underside of structuralconcrete beams.)

4) Screws attached to wood must comply with minimum edge distance, spacing, and


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DOCUMENT:

D10.5.1

TRANSFERRING FORCES (SUSPENDED EQUIPMENT)PAGE 2 OF 2 RELEASE DATE: 06/04/04

embedment requirements, and must further not be embedded into the end grain of thewooden member. (Rationale: All wood anchorage must be in compliance with NDSallowables for seismic applications. Full capacity can only be achieved with adequateembedment, end, and edge distances into the side grain of structural wood members.)

5) Connections that have the potential to expose open bar joist chords to significantlateral loads are not permitted. (Rationale: Open joists are notoriously weak in theirlateral axis. They are not designed to take loads, particularly on the lower cord, andeven light lateral loads can generate buckling and quickly cause catastrophic failure.)

6) Connections that have the potential to generate significant lateral loads on the weakaxis of I-beams or channels used as joists or columns are not permitted unlessapproved by the structural engineer of record. (Rationale: Floor or roof support beamsare significantly weaker in their minor axis than in their major axis. While they can,under some conditions, withstand some lateral loads, the engineer of record should beconsulted to ensure that capacity exists on particular members to withstand theanticipated loads. If these loads are exceeded, catastrophic failures can quicklyresult.)

7) Holes should not be added to key structural members without prior authorization fromthe engineer of record. (Rationale: The addition of holes, particularly in flanges, cangreatly reduce the structural capacity.


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DOCUMENT:

D10.5.2

CABLE CLAMP DETAILSPAGE 1 OF 7 RELEASE DATE: 10/17/05

Cable Clamp Details

There are three different types of cable clamp arrangements that are acceptable for useon Kinetics Noise Control cable restraint systems. These are factory swaged, clampedwith U-bolt cable clips, and connections made using seismically rated “Gripple”connectors. Other types of connections have either not been tested, or when tested donot meet the capacity standards required for consistent performance.

Factory-Swaged Connections

When so ordered, one end of a cable assembly can be obtained with a factory-swagedconnection. Crimping a zinc-coated copper or a stainless steel sleeve onto a cable loopat the termination point makes these connections. Multiple crimp locations are requiredwith the actual number varying based on the cable size. To obtain a seismic rating, theseswaged connections must be performed using the appropriate calibrated hydraulic pressand must not use aluminum sleeves. Field-swaged connections and in particular thosemade using hand crimping tools are not suitable for seismic applications. All KineticsNoise Control computed seismic certifications are based on capacities obtained fromcomponents provided by Kinetics Noise Control. No certifications can be offered oncomponents crimped by others.

Swaged Connector

U-Bolt Cable Clip Connections

For larger cables, as an option to the seismically rated “Gripple” on smaller cables, andwhere field connections are necessary or desired, U-bolt cable clips can be used. Whenused, a minimum of three clips is required per connection for sizes up to 3/8” cable. For1/2” cables a minimum of four clips is required per connection.


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D10.5.2


SADDLE

CABLE CLIPS

U-Bolt Cable Clips

When fitting cable clips, the saddle side of the clip must always be against the “live”portion of the cable. The “live” side of the cable is the side that does not terminate at theconnection, but continues to the clip at the opposite end.

NOT LIKETHIS

CORRECTINSTALLATION

Failure to orient the clip in the proper fashion will cause premature failure of the cableassembly.

While proper tightening of the clip nuts and adequate turnback (or overlap) length of thecable is important, tests conducted have found that it is not as critical for seismicapplications as it is for lifting applications. Reasonable variations from the values listedbelow have a minimal impact on the capacity of the connection. Below is a table with thedesired minimum tightening torques recommended by clip manufacturers, clip quantities,and turnback lengths listed for various sized cables.

Cable Sizein Inches

MinimumNumberof Clips

Amount of RopeTurnback/Inches

MinimumTorque inFt. Lbs.

1/8 3 3-3/4 33/16 3 3-3/4 4.51/4 3 4-3/4 153/8 3 6-1/2 301/2 4 11-1/2 45


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“Gripple” Connections

For smaller cables (up to 5mm (metric) and up to 3/16” (English)), special proprietary“Gripple” connection clips can be used. These clips offer significant benefits in speed ofinstallation and can be used in a large variety of common light-duty applications. Whenusing “Gripple” connectors or “Gripple” restraint connection kits, it is critical thatseismically rated components are used. While Kinetics Noise Control offers onlyseismically rated components, those supplied by others may not be. “Gripple” connectorsfor sizes in excess of 5mm or 3/16” are not appropriate for seismic installations as theywill not seat properly and consistently without the application of a constant tensile load.

Gripple Connector

GRIPPLE Installation Procedure

1) Feed the proper sized cable as provided by Kinetics Noise Control through the Grippleas shown.

FEED CABLE THROUGH GRIPPLEIN DIRECTION OF ARROW

2) Loop the cable through the attachment bracket or hardware. If the cable rides againstany sharp corners (not counting the hole in the Kinetics Noise Control providedbracket itself) or is subject to excessive vibration in service, fit the Kinetics NoiseControl provided thimble in the loop and then feed the cable back through the oppositeside of the GRIPPLE.


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D10.5.2


LOOP CABLE AROUND BRACKET(INSERT THIMBLE IF CABLE RUBS

ON A SHARP CORNER OR VIBRATIONIS AN ISSUE) AND THEN FEED

CABLE BACK THROUGH GRIPPLE INDIRECTION OF ARROW

3) Remove the slack from the cable by slipping the cable through the GRIPPLE, butleave the loop slightly oversized to allow later tensioning.

CONCRETE OR STEELSTRUCTURE BY OTHERS

STRUCTURAL ATTACHMENTPOINT (ACTUAL HARDARE ANDGEOMETRY CAN VARY FROMTHAT SHOWN)

EQUIPMENT ATTACHMENT POINT(ACTUAL HARDWARE AND GEOMETRYCAN VARY FROM THAT SHOWN)

DURING INITIAL INSTALLATIONLEAVE LOOP SLIGHTLY OVERSIZE

4) Apply a sideways load to the cable by pulling or pushing on it to fully seat theGRIPPLE.

PUSH SIDEWAYS ON CABLETO SET JAW IN GRIPPLE


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5) When seating the GRIPPLE, jaws will ride up an internal ramp in the GRIPPLE itselfand “bite” into the cable. In a properly seated GRIPPLE, the cable will shiftapproximately 1-1/2 cable diameters (the preset distance) as the jaws engage. If needbe, mark the cable to check the preset. This step may be required initially, but once a“feel” for it is obtained, this is no longer necessary. Once the 1-1/2 cable diameterpreset dimension has been obtained, the GRIPPLE is adequately seated.

APPROX1-1/2 CABLEDIA. PRESET

PRESET DIMENSIONMEASUREMENT

LOCATION

6) Once fully seated, any additional slack should be removed from the cable restraint bypulling on the dead end or “tail” of the cable sticking out of the GRIPPLE. If Isolated,the cables should not be made tight, but should instead be left slightly loose to preventthe transfer of vibrations into the structure. (Slightly loose could be defined as havingapprox 1/8 to 1/4” of visible sag in the cable – 1/8 for short cables (up to 2 ft), 1/4 forcables longer than that.)

PULL DEAD END OR "TAIL"TO REMOVE REMAINING

SLACK FROM CABLE.

7) The GRIPPLE installation is now complete.


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D10.5.2


Cable Thimbles

Where sharp corners can bear against the cable loop or where vibration or other dynamicforces can cause the cable loop to abraid, a cable thimble should be used. A cablethimble fit inside the cable loop is shown in the picture below.

Cable Thimble

Unacceptable Connectors

Drilled bolt Cable Connections exhibit undesirable inconsistancies in capacity ifprecautions are not taken during the assembly process. Undertightening these types ofconnections results in a loss of frictional capacity while overtightenting cuts into the cableand generates premature cable failures.

Unacceptable Cable Connection Detail and Common Application

If used, the only consistant way to properly install cable connectors of this or similar typeis with the use of a torque wrench. Variations of as little as 5 ft-lb of tightening torque candrop the tensile failure load on the cable by 30% or more. Since the use of torquewrenches or other torque-controlled devices in the field is limited, the level of confidencein the capabilities of these connections is lower than desired for critical seismic


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D10.5.2


applications.

Because of the extreme sensitivity of the cable pull strength to the tightening torque of thebolt, drilled cable retention bolts have not been found to be acceptable by Kinetics NoiseControl for use as connection hardware.


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DOCUMENT:

D10.5.3

SUSPENDED EQUIPMENT ATTACHMENT DETAILSPAGE 1 OF 8 RELEASE DATE: 06/04/04

Suspended Equipment Attachment Details

Equipment is normally supported individually but on rare occasions can be groupedtogether and supported on a trapeze structure. Restraints can be installed in the samemanner. When installing restraints, however, it is critical that (except for horizontallyoriented restraint members) they be located in the immediate proximity of a verticalhanger rod, as the support is required to absorb vertical forces that are developed duringthe restraint process.

If the equipment is isolated, cable restraints need to be used in lieu of struts to prevent thetransfer of vibration through the strut into the structure. For non-isolated arrangements,where cables are illustrated, they can be replaced with a single strut mounted in a similarfashion.

Equipment with integral support points suspended on Hangers

All pieces of equipment should be suspended on a minimum of two hanger rods andshould be fitted with a minimum of four cable or four strut restraint members.

Common mounting arrangements involve four or more supports and four restraintsoriented as described in Section D10.4.2 A typical detail for an Axial Fan is shown below.

Note that on this isolated case, the spring isolators are mounted close to, but not in directcontact with the supporting structure. In addition, the hanger rods are fitted with a nut andwasher directly below the hanger box that will limit the maximum upward travel of the rod(and thus the equipment) to ¼”

When using the double rod arrangement, restraints must connect at an elevation that willpreclude swaying of the equipment. See also section D10.4.2 for more information onthis.


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D10.5.3


Right and Wrong was to restrain equipment supported on 2 hanger Rods

It is likely that equipment supplied for the installation is not equipped with mounting pointsthat are aligned with the horizontal CG. If this is the case, additional restraint points willhave to be added by the installation contractor to facilitate this connection.

Restraint Arrangements for Equipment Supported on a Trapeze

General Trapeze Design

Where there is no direct provision on equipment to allow its suspension directly, it can besupported on trapeze bars. Depending on the installation, it may be preferable to attachrestraints to the top of the equipment rather than to the bottom. This can be done, butthere are two key items that must be addressed when fitting the restraints.

1) The bar that is being laterally restrained must be the bar that is bolted or welded tothe equipment. It is not appropriate to sandwich the equipment between two trapezebars, bolt that equipment to the bottom one and restraint the top one. It the top bar isconnected to the restraints, it must also be hard connected to the equipment.

2) A positive connection between the restraint cable or strut and the support hanger rod(that can withstand both tensile and compressive loads) is required. This means thatthe trapeze bar must be locked in place on the hanger rod with nuts both above andbelow the trapeze bar. In addition, it means that all components that are between theconnection point of the restraint and the connection point of the hanger must bepositively interconnected.


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D10.5.3


When restraining large pieces of equipment, some caution should be exercised whenselecting the trapeze bar to ensure that it has adequate capacity to transfer the horizontalload from the equipment to the restraint connections. This is particularly true when usingsome channel type strut arrangements which can be significantly stiffer in the vertical axisthan they are in the horizontal (see illustration below.) These components are normallyselected based on the deadweight load, but in some cases with current coderequirements, horizontal loads may be 3 to 4 times higher. Because the range ofapplications for trapeze bars is limitless, details will not be addressed here, but should bereviewed by a competent design professional.

Section that is Stiff VerticallyBut Weak Horizontally

Equipment Connections to Trapeze Bars

When installing restraints on large units that use 3 or more trapeze bars for support,typically not all support points will require treatment. For those trapeze bars that are notlaterally restrained, no special connection treatment is required. Where lateral restraint isprovided at a location, motion between the equipment and the trapeze bar must beprevented.

This is normally accomplished with the use of hardware that is similar in size to that usedto secure the restraint to the trapeze bar.

Connections should not be made to sheet metal or other non-structural materials in theequipment without the prior consent of the equipment manufacturer. It should not beassumed that these are designed to withstand seismic loads and as such, withoutconfirmation that they are adequate, should be ignored when arranging restraints.

Cable and Strut Hardware Attachment Options for use on equipmentwith integral connection points

A typical equipment installation begins with suspending the equipment, and then returninglater and adding restraints. While this eliminates the need to deal with restraints when



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DOCUMENT:

D10.5.3


actually hanging the equipment, it normally results in more time expended, and possiblerework, during the restraint installation phase. Increasing the diameter of hanger rods forstrut-restrained systems, relocation or duplication of supports for more accessible restraintinstallation, and dismantling and reassembling hanger components to make appropriateconnections are the three primary examples of this.

While there is little that can be done from a hardware standpoint to deal with relocationissues, the proper selection of restraint hardware can reduce or eliminate the need todismantle and reassemble previously installed supports.

Cable/Strut Restraint Connection Hardware for Hanger Brackets

The CCA mounting clip can be used with either cables or struts, but for struts, the anglebetween the strut and the ground is limited to 45 degrees. See the sketches below.

Side-Mounted CCA Clip with Cable and Strut Connections

As an option to the CCA clip, a KSCU clip can be used for side-mounted cable restraintapplications as shown below.

Side-Mounted KSUA Clips with Cable Connections



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D10.5.3


The KSCA is the most versatile clip manufactured by Kinetics Noise Control. Inapplications involving connections to hanger rods, it offers the ability to directly connect tothe hanger rod, offering a significant savings in installation time and cost. Shown here isboth an “inline” arrangement for single axis restraint and a “V” arrangement where biaxialrestraint is needed.

Hanger Rod-Mounted KSCA Cable Restraint Clip

The KSCA is not suitable for extremely heavy-duty applications. This would encompasslarger pieces of equipment in high seismic areas. However, it is appropriate for mostapplications. See the tables in Chapter D4 in this manual for sizing components.

Cable/Strut Restraint Connection Hardware for Trapeze Bars

One of the most common materials for trapezed support of equipment is formed strut-typechannel (eg. Unitstrut). Connections to these materials, if using strut nuts, require the useof toothed nuts. Smooth nuts do not provide adequate resistance against friction and assuch are not acceptable. All nuts must be tightened to their full-rated torque.

Shown below are various acceptable methods of mounting restraint hardware to struts.


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DOCUMENT:

D10.5.3


Cable Restraint Bracket to Strut Trapeze Bar Connections (Typical)

Similar types of mounting arrangements can be used with trapeze bars made out of angleor other structural shapes as illustrated below.


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DOCUMENT:

D10.5.3


Cable Restraint Bracket to Structural Steel Trapeze Bar Connections (Typical)

Hanger Rod Stiffening Arrangements

In some cases, depending on hanger rod length and the applied seismic force, it may benecessary to protect the hanger rod from the buckling forces that can occur during aseismic event. Chapter D4 includes a section on determining the need for and sizing ofthe stiffener. When required, either a pipe or an angle can be used as a stiffener andmust be clamped tightly to the hanger rod using rod clamps.

Kinetics Noise Control makes clamps for both pipe and angle stiffeners. These aredesignated the KSRC-P (for pipe) and KSRC-A (for angle). Both are adjustable and canbe used over a wide range of hanger rod and stiffener sizes.

KSRC-P Hanger Rod Stiffener Clamp can be used to clamp Rods from .5” to 1.0”Diameter to Pipes from .75” to 1.5” Diameter

Both clamps feature two-part construction and “no tool required” installation. The KSRC-P is comprised of a flexible band punched with a number of slots that is fit to a clamp bodywith an integral seat for the hanger rod. Based on the size of the pipe stiffener and thehanger rod, the appropriate slot in the clamp band can be used for preliminary


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DOCUMENT:

D10.5.3


adjustment, with final tightening by means of a wing nut.

KSRC-A Hanger Rod Stiffener Clamp can be used to clamp Rods from .5” to 1.0”Diameter to Angles with Leg lengths from 1 to 2 inches

Shown above is the KSRC-A Clamp. It is made up of two telescoping jaws and athumbscrew. Preliminary adjustment is made by aligning the appropriate holes in thejaws for the thumb screw, and final tightening is made by tightening the screw.

For both of the above clamps the clamping screws are to be tightened so that they will notcome loose in service through vibration. If significant vibration is expected, the use ofLoctite or other thread binder is recommended.


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DOCUMENT:

D10.5.4.5.4

STRUCTURAL ATTACHMENT DETAILS / SUSPENDED EQUIP RESTRAINTSPAGE 1 OF 18 RELEASE DATE: 05/05/04

Structural Attachment Detailsfor Suspended Equipment Restraints

When restraining suspended equipment to a structure, there are several differentconstruction options that impact the restraint selection. Primary among these are theinterface with masonry- or concrete-, steel-, and wood-framed structures. Within each ofthese are subgroups that can impact the restraint selection as well.

This chapter is broken down into the three main categories listed above, and offersexamples of restraint attachment arrangements suitable for each.

While this section addresses local stresses at attachment points, it is critical in anyseismic installation that the design professional responsible for the structure as a whole ismade aware of the particular attachment points. Locations and estimated loads must beprovided and there must be agreement that the addition of these loads will not overloadthe structure.

In addition, the attachment of this hardware should be done in such a way as to avoid anysignificant reduction in capacity of the member to which it is being connected.

The authors of this manual in no way assume any liability relative to any limitations on thecapacity of the structure to resist the potential forces carried through the restraints or anyreduction in capacity of the structure that might result from improper or inappropriateinstallation of the hardware.

General Installation Issues

Caution should be exercised when using struts for restraint in lieu of cables. A moredetailed summary is available earlier in this chapter. The use of struts will more thanlikely require an increase in the hanger rod size and a decrease in the restraint spacing ascompared to cables, and appropriate factors must be used for component selection andplacement.

Code requirements also dictate that systems are supported from and restrained tocomponents that do not move in a significantly different fashion during an earthquake.Because structures tend to flex about 1% with respect to height, this would indicate that arelative motion between the floor and ceiling of a 10 ft tall room would be about ½” . As aresult, attachment of a component to the ceiling and restraint to the floor (or the reverse)is unacceptable. Ideally, the components should be supported from and restrained to thesame surface (mount to ceiling/restrain to ceiling). As a worst case, no more than ¼“relative motion should be permitted (which might permit mounting to the ceiling andrestraining to a surface near the top of an adjacent structural wall). The stiffer thestructure, the more flexibility the installer has in placing restraints.


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DOCUMENT:

D10.5.4

STRUCTURAL ATTACHMENT DETAILS / SUSPENDED EQUIP RESTRAINTSPAGE 2 OF 18 RELEASE DATE 05/05/04

When installing restraints there are often opportunities to use the same attachment pointsused for suspending hanger rods to also connect restraint cables or struts. All hardwaresize information indicated in this manual is based on independent support and restrainthardware. The use of common connection points is not recommended and, if used, bothseismic and support forces along with worst-case safety factors and hardware selectioncriteria must be included in the evaluation. This is beyond the scope of this document.

Connections to Masonry Structures (Including Concrete)

Masonry structural elements can be either concrete or block. When concrete, they mightbe poured in place with a removable form, poured over decking, or pre-cast and erectedon site. When attaching to masonry, it is important to be aware of the locations of anyreinforcing steel that may be embedded in it. It is not permissible to damage thereinforcement.

Damage to the reinforcement will (at best) weaken the structure and can (at worst) resultin severe injury or death. Do not under any circumstances drill into a masonry elementwithout first obtaining approval and, second, locating and avoiding any reinforcementcomponents.

All connections that bear the weight (only) of ceiling-mounted components must be ratedfor a 5:1 safety factor, but may not require seismically approved anchorage hardware.Any connection that must resist only a seismic force must use seismically rated hardwarewith an inherent 2:1 safety factor. Connections that must withstand both seismic andgravity loads require both seismically rated anchorage and a 5:1 safety factor. Examplesof the above are as follows:

Seismic5:1 Rating

Hanger rod Anchorage for Cable-Restrained System Yes NoRestraint Anchor (Strut or Cable System) No YesHanger rod Anchorage for Strut-Restrained System Yes Yes

Connections into portions of beams or other elements that are loaded in tension will havea reduced capacity as compared to published ratings. These should be avoided, or ifunavoidable, should be analyzed independently of the charts and tables published in thisdocument.

All tables used in this document are based on the use of Kinetics Noise Control-suppliedseismically rated anchors. Caution should be used to ensure that adequate embedmentdepth and cover (per local code or anchor manufacturer with a 1” minimum) is provided.


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D10.5.4

STRUCTURAL ATTACHMENT DETAILS / SUSPENDED EQUIP RESTRAINTSPAGE 3 OF 18 RELEASE DATE 05/05/04

Minimum Anchor Installation Requirements

Ceiling Connections

The most efficient connection to the underside of a concrete slab is with a single anchor.Depending on the load requirements and available slab thickness, this may not bepractical, and in order to get adequate capacity, multiple anchors may be required.

Single anchor attachments can be made with anchors from ¼” up to ½” using the KineticsNoise Control KSCA bracket and the KSUA bracket as shown below.

KSCA Clip with Single ¼ to ½ Anchor

KSCU Clips for ¼ Through ½ Anchors


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For larger, single-anchor arrangements, the CCA can be used. Depending on theorientation, it can be used with either a 5/8 or 3/4 anchor.

CCA Clips for Single 5/8 and 3/4 Anchors

Anchors can be embedded in concrete through the decking as shown below:

Typical Restraint Clip Anchored to Concrete Through Decking

In cases where multiple anchors are required to meet load and/or maximum allowableembedment requirements, a clip fitted with a multiple-anchor embedment plate or abridging strut member should be used. If using a strut, spacing between anchors mustnot be less than the allowed spacing per Kinetics Noise Control anchor data tables(Chapter P10).

CCA Clip attached using Kinetics Noise Control 2/4 Bolt Mount Plate


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Multiple-Anchor Mounting Using Strut Channel

Under extreme conditions, where the slab to which the restraint is being attached is toothin to achieve the needed capacity with conventional concrete anchors, it may benecessary to bolt through the slab. This method eliminates concerns related to failuresdue to anchor pullout and allows both the use of the higher through-bolt rating as well aseliminates the penalty factors associated with connections using concrete anchors.Connections made in this manner must bridge over reinforcement steel embedded in theconcrete slab as shown below.

Typical Through-Bolted Restraint Attachment Option

Wall and Column Connections

In general, restraint connections to walls and columns made of concrete are very similarto the connections to the ceiling. Wall connections in this group, however, alsoencompass connections to masonry walls which require some additional attention.

Illustrated below are the wall or column versions of the connections previously shown forthe ceiling applications.


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DOCUMENT:

D10.5.4

STRUCTURAL ATTACHMENT DETAILS / SUSPENDED EQUIP RESTRAINTSPAGE 6OF 18 RELEASE DATE: 05/05/04

KSCA Clip with Single 1/4 to 1/2 Anchor

KSCU Clips for 1/4 Through 1/2 Anchors

CCA Clips for Single 5/8 and 3/4 Anchors


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CCA Clip attached using Multiple Bolt Mount Plate and Strut Channel

Through Bolted Connection

Because of the materials lesser strengths, there are limited methods of attachment tomasonry block walls. Caution should be exercised to avoid installing wedge-type anchorsdirectly into the mortar used to cement the blocks together.

When used, anchors must penetrate into the core of the masonry unit and achieveadequate embedment into the concrete or grout that fills the cavity. If the blocks are notfilled, the use of seismically rated wedge-type anchors should be avoided.

When working with hollow core block walls, restraint components must bolt through eitherone or both surfaces of the block units. Penetrations through both sides require backerplates of adequate size to distribute stress, while penetrations through one wall are morelimited in capacity and must make use of an umbrella or other positive gripping internalelement.

Masonry walls used to anchor restraints, as with other structural elements to whichrestraints are connected, must be reviewed and approved by the design professional ofrecord on the project.


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Shown below is an example of a rated anchor embedded into the filled core of a masonrywall unit.

Attachment to filled Masonry Wall with Wedge-Type Anchor

Through-Bolted Connection to a Hollow Block Masonry Wall


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D10.5.4


Filled Umbrella-Type Anchor for ¼ and ½ Bolt Sizes

Connections to Steel Structures

Connections can be made to steel building elements by drilling and bolting, clamping (insome instances), or by welding. As most connections are made to hanging components,the most common structural members used as restraint supports tend to be beams andtrusses.

Some cautions are appropriate when connecting to these elements, as their primaryfunction is normally to support the floor or roof above, and they are already subject tosignificant stress. In addition, these elements are oriented such that, while they canwithstand high vertical loads, they can be quite weak when horizontal loads are applied tothem, especially when the loads are applied at 90 degrees to the beam axis (transverse).

While it is generally safe to make seismic restraint connections near the top of thesebeams, it is often less convenient than making the attachment at the bottom. Extremecaution must be exercised when connecting to the bottom flange of I-beams and, inparticular, open web joists, as frequently a small lateral load applied to these areas canresult in a catastrophic failure of the beam. No connections should be made without priorreview and approval of the design professional of record.

Assuming approval has been granted for the installation of a restraint at a particularlocation, welding or clamping the restraint in place is typically the fastest, least invasivemethod of making the connection. Bolting requires that the structural element be drilledand is normally avoided where possible.


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Welded Connections to Beams and Columns

There are two basic methods for making weld attachments. The first is to directly weld abracket to the structure and the second is to weld a threaded piece of hardware (typicallya nut or bolt) to the structure and then attach the bracket to it. Looking first at the directbracket welding options, the most suitable clips are the KSCA and the CCA.

Below are shown optional weld locations for the KSCA clip mounted to both beams andcolumns. These same arrangements are appropriate for floor- or roof-mountedconnections with the exception that they are inverted.

Weld Data and Orientation for the attachment of the KSCA Clip

The CCA clip can be mounted in a similar fashion.

Weld Data and Orientation for the attachment of the CCA Clip


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The second type of weld attachment is to weld hardware to the structure and use that toattach the restraint bracket. The KSCU is well adapted to that type of connection.

Weld Data and Orientations for attachment of the KSCU Clip

Bolted Connections to Steel Members

When used, bolted connections to steel structural members are normally made to openweb joists or trusses. These are amenable to bolted connections as they have an integralslot, although caution is required to ensure that the addition of the restraint loads will notresult in a buckling failure. It is also important to ensure that the load is oriented in such away as to not cause the attachment bolt to slip in the slot to which it is attached.

Transverse load Connections to “X” Braced Open Web Trusses

It is not recommended that restraints be connected to the bottom flange of an open webtruss without substantial “ X” bracing in the immediate area of the restraint attachmentpoint. The bracing must be sufficient in nature and adequately connected to the truss to


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carry all restraint loads to the deck above.

Connections to the Top Chord of an Open Web Truss

“X” bracing is normally not required when restraints are connected to the top chord of anopen web truss as long as the truss is adequately tied into the decking and/or floorstructure above. This, along with the case below showing loads that are carried parallel tothe truss, transfer only minimal stress to the truss itself. Even so, as with the otherarrangements, permission should be obtained before making either of these connections.

Bolted Connection to an Open Web Truss for loads parallel to the Truss


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Clamped Connections to Steel Members

Another frequent restraint connection arrangement is to clamp the cable to a beam with abeam clamp. Again it is critical to ensure that the addition of these loads will not result indamage to the beam. The beam clamp selected must have a significant lateral forcetransferring capacity. Most readily available clamps are intended as supports for verticalloads and have only minimal lateral capacity. As such they are not suitable.

Shown below is Kinetics Noise Control’ s KSBC beam clamp.

The KSBC Beam Clamp can be mated with a wide range of I-Beams as well asKSUA, KSCA, and CCA Restraint Clips

KSBC Beam Clamps are also compatible with Strut and Angle Bracing


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D10.5.4


Connections to WoodConnections to Ceilings and other Horizontal Surfaces

Wood structural members can often create issues when it comes to connecting seismicrestraint hardware. Although lag screws are easy to install, adequate depth, end andedge distance issues frequently make them impractical. The option to bolt through awood member and include a backer plate eliminates the depth issue, but the end andedge distance requirements still must be met. The minimum edge distance is 1.5 boltdiameters and the minimum end distance is seven times the bolt diameter.

The capacity of connections to wood using through bolts and a backer plate is limited onlyby bolt capacity and the structural capacity of the frame member. Capacities using lagbolts are severely limited, as the pull-out capacity of the lag bolt is much less than that ofa through bolt.

Shown below are typical connections to the underside of horizontal surfaces (floor-mounted systems would be the same, but inverted).

KSCA Clip with Single 1/4 to 1/2 Lag Bolt

KSCU Clips for 1/4 Through 1/2 Lag Bolts


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CCA Clip with Lag Bolts 5/8 and 3/4 Diameter

Where loads are such that a single anchor is inadequate, multiple anchors can be used asshown below.

CCA Clip attached using Kinetics Noise Control 2/4 Bolt Mount Plate

As long as adequate resistance to prevent twisting of the joists is provided, it is possible tobridge across multiple joists and install a restraint in between.

Two Anchor Mounting using a Strut Channel


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For worst-case conditions, as with concrete anchors, it is possible to bolt through a woodmember with a backer plate.

Through-Bolted Application with Backer Plate

Wall and Column Connections

As with concrete anchors, the wall and column connections to wood members are verysimilar to those for horizontally oriented surfaces. Shown below are typical examples.

KSCA Clips Mounted with Single 1/4 to 1/2 Lag Bolts

KSCU Clips for 1/4 and 1/2 Diameter Lag Screws


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CCA Clip with Lag Bolts 5/8 and 3/4 Diameter

Multiple Bolt Anchor Plate with CCA Clip

Through-Bolted Connection


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Conclusion

This sections attempts to list the bulk of the structural attachment arrangements that arelikely to be found in the field. Not all combinations of struts, angles, cables, etc., havebeen shown for each option. Except for cases where a connection obviously won’ t fit, theability to “ mix and match” the various end connection combinations shown can beassumed.


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DOCUMENT:

D10.6

CONNECTION OPTIONS FOR AWKWARD SITUATIONSPAGE 1 OF 5 RELEASE DATE: 06/07/04

Connection Options for Awkward SituationsAlmost every project will include some areas where installing restraints in a conventionalfashion will be difficult. This segment of the manual offers options to consider whenconfronted with various situations.

Note: The options shown below illustrate equipment viewed on a single axis,Equivalent restraint is however needed on both principle axies.

Long, Narrow Spaces

Probably the most common issue in the field is how to deal with restraints in long, narrowspaces. Often in these kinds of spaces there is not enough room to angle restraints up tothe ceiling structure. Frequently the walls are not structural and do not offer a surface towhich to anchor.

When evaluating these kinds of spaces, the first issue is to determine if either of the wallsbordering the space are structural. If they one or both are structural, they can offer asurface to which the restraints can often be attached. For structural walls, any relativedisplacement issues between the wall and the structure supporting the pipe must beidentified. The maximum permitted relative displacement is ¼ inch, which for moststructures correspond to a difference in elevation of approximately 2 feet (see also thestructural attachment section of this chapter).

Assuming the wall meets both of the above requirements, a lateral restraint can be runeither directly over to the wall or up at a slight angle to the wall. Normally this would bedone with a strut as shown below.

Trapeze-Mounted Equipment Restrained to Structural Wall or Column with a Strut


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D10.6


For the case where there are no nearby structural connection points or where the nearbystructural elements are not suitable, there are several options that can be considered.

The first option is to restrain to the ceiling using “X” bracing or a diagonal strut.

“X” or Diagonally Braced Restraint Arrangements

A “K” or double “K” brace can also be used. The “K” can either be located inside thesupport rods or outside the support rods, but in the case of a double “K”, both sides mustbe identical (either inside or outside).

Single and Double “K” Brace Restraint Arrangement


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D10.6


Wall Penetration Restraint (Cable)

Wall Penetration Restraint (Strut)

Piggyback or Double-Tier Restraint

In congested areas, It may be possible to restrain a piece of equipment as well as anassociated distribution system with one set of restraints. Care should be used in doingthis to ensure that the the components restrained together have similar properties. Forexample:1) Ductwork can be restained with small AHU units or VAV boxes.2) Pumps can be restrained with piping, valves or other piping components3) Piping should not be restrained with AHU’s4) Ductwork should not be restrained with pumps.5) Isolated systems must be restrained with other isolated systems6) If piping or ductwork does not require restraint because of size or proximity to the

ceiling, it cannot be connected to a piece of equipment that does.

When selecting restraints, the restraints must be adequate in capacity to resist the totalload generated by both the equipment and distribution system. These forces can bedetermined independently using the Force Class (D4) or other methods and then theresults are simply added together to select components.


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D10.6


Piggyback Restraint Arrangement

It is possible under some conditions to brace one trapeze bar to the other, and thenrestrain the second trapeze bar to the structure. This is shown below:

Double-Tier Restraint Arrangement


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D10.6


Restraints for Equipment Mounted Well Below the Support Structure

This situation is not easily handled. Past history has shown, and the code is quite clear,that it is not a good idea to support the equipment from one structural element andrestrain it using another structural element that will undergo significantly different motions.Restraints fit in this fashion will likely fail or cause the equipment supports to fail. Neitherof these outcomes is desirable.

About the only solution to this is to add a support structure for the equipment that islocated either just above or just below the level of that equipment. The equipment canthen be both attached and restrained to this structure.

The structure can be supported off the floor, off the ceiling, or from structural walls orcolumns. The support structure must be rigid enough to absorb all of the seismic loads,and particularly the moments, with minimal deformation, transferring pure shear or tensileforces into the supporting structure.


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PAGE:

D11-0

TABLE OF CONTENTSARCHITECTURAL ELEMENT RESTRAINT SYSTEMS RELEASE DATE: 10/28/04

TABLE OF CONTENTS

ARCHITECTURAL ELEMENT RESTRIANT SYSTEMS

Floating Floor Systems

Floating Floor Seismic Restraint Design D.11.1

Isolated Ceiling Systems

Isolated Ceiling Seismic Restraint Design D.11.2

Isolated Wall Systems

Isolated Wall Seismic Restraint Design D.11.3


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www.kineticsnoise.com/SeismicBook/Pdfs/D11/D-11-1-Floating Floor Restraint Design.pdf

www.kineticsnoise.com/SeismicBook/Pdfs/D11/D-11-1-Floating Floor Restraint Design.pdf

www.kineticsnoise.com/SeismicBook/Pdfs/D11/D-11-2-Isolated Ceiling Restraint Design.pdf

www.kineticsnoise.com/SeismicBook/Pdfs/D11/D-11-2-Isolated Ceiling Restraint Design.pdf

www.kineticsnoise.com/SeismicBook/Pdfs/D11/D-11-3-Isolated Wall Restraint Design.pdf

www.kineticsnoise.com/SeismicBook/Pdfs/D11/D-11-3-Isolated Wall Restraint Design.pdf




DOCUMENT:

D11.1

FLOATING FLOOR SEISMIC RESTRAINT DESIGNPAGE 1 OF 3 RELEASE DATE: 5/21/04

Floating Floor Seismic Restraint Design

Floating floors, by nature of their design, can move horizontally when subjected toearthquakes. Large lateral movements could generate instability in the isolation pads orsprings and must be prevented. The amount and type of restraint required is a function ofthe design earthquake and the properties of both the isolation system and the floordesign.

Restraint Types

There are two basic types of floating floor seismic restraints – perimeter and interior. Aperimeter isolation system consists of shock-absorbing pads spaced around the perimeterof the floor and attached to structural supports. These pads prevent direct contactbetween the floating floor and the supporting structural elements and their flexibilityreduces the impact load on the floor and provides some damping for the horizontalmotion. Ideally, the structural support will be integral with the building structural system,consisting of a structural wall or curb around the floor perimeter. Alternatively, the supportsystem can be installed after the structure is complete by anchoring structural angles tothe structural system. Both types of restraints are shown in Figures 1 and 2.

Interior restraints are embedded within the floating floor. Each restraint restricts seismicmotion in all horizontal directions, reducing the number of restraints required. Large floorsoften require internal restraints to prevent buckling of the floor during an earthquake.Another common application is for a floor without perimeter supports where the use ofangles is not desired. Figures 3 and 4 show typical installations of internal seismicrestraints.

Restraint Selection

The choice of internal versus external seismic restraint most often depends upon the sizeof the floor to be restrained (preventing buckling in the floor system) and the presence orabsence of a perimeter structural support. Kinetics Noise Control or the StructuralEngineer or Architect of Record for the project should determine the bucklingcharacteristics of the floor.

If a perimeter system is selected, the ability of any supporting structure (curb or wall) tocarry the applied seismic load must be determined by the Structural Engineer of Record.If no adequate support is available, a support can be designed and supplied by Kinetics.The perimeter isolation system usually consists of twelve-inch wide neoprene padsspaced five to six feet on center, with the actual spacing determined by calculation.Kinetics PIB is placed between the pads to eliminate any flanking path for noise.

Internal restraints are used when they are required to prevent buckling of the floor or


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D11.1

FLOATING FLOOR SEISMIC RESTRAINT DESIGNPage 2 of 3 RELEASE DATE: 5/21/04

when no adequate perimeter support is available. The restraints are placed before thefloor is formed in either the final position (RIM-type floor) or on the structural slab (lift-slabsystem). The outer portion of the restraint is attached to the floating floor while the innerportion is attached to the structural slab. Neoprene pads integral to the support providethe impact cushioning and damping required for proper restraint.

STRUCTURAL FLOORBUILT-UP FLOATING FLOOR

STRUCTURAL SUPPORT (WALL OR CURB)

KINETICS ISOLATION SYSTEM (RIM SHOWN)

KINETICS NEOPRENE SEISMIC RESTRAINT

Figure 1. Floating Floor Perimeter Isolation w/Structural Support.

STRUCTURAL FLOORBUILT-UP FLOATING FLOOR

KINETICS STRUCTURAL SUPPORT

KINETICS ISOLATION SYSTEM (RIM SHOWN)

KINETICS NEOPRENE SEISMIC RESTRAINT

Figure 2. Floating Floor Perimeter Isolation w/Kinetics Structural Support.


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D11.1

FLOATING FLOOR SEISMIC RESTRAINT DESIGNPAGE 3 OF 3 RELEASE DATE: 5/21/04

a) Initial Position b) Raised Position

Figure 3. Internal Restraint for Lift-Slab System.

Figure 4. Internal Restraint for Roll-Out System.


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DOCUMENT:

D11.2

Isolated Ceiling Seismic Restraint DesignPAGE 1 OF 4 RELEASE DATE: 10/28/04

Isolated Ceiling Seismic Restraint Design

Isolated ceilings typically weigh between 2 and 7.5 pounds per square ft and are made of1, 2 or 3 layers of drywall. Over larger areas, the total weight of a ceiling system canbecome significant and the resulting seismic forces can be significant as well. In addition,it is not uncommon for ceilings to have a stepped or otherwise non-flat profile that canlimit the ability to transfer these forces out to the perimeter. Even where this is not thecase, significant crushing can occur along the perimeter on even moderately sizedceilings if no centralized restraint system is provided. Because of this, for ceilings eitherwhose length or width exceeds 15 ft, internal seismic restraint elements arerecommended.

Even on smaller ceilings in some cases, equipment or light fixtures can add to the seismicloading that must be resisted and requires that appropriately sized restraints be fitted.

Restraint Types

Typically cable restraint systems are used to transfer seismic forces from the isolatedceiling to the structure in much the same way as with piping or duct systems. Becausethe ceilings are isolated, there is a need for cables rather than struts. An added issuewhen fitting restraint cables is that the cables must typically be installed and adjusted priorto the installation of the ceiling. As the ceiling adds significant weight, the springs thatsupport it will deflect a noticeable additional amount under that weight. Care must betaken to ensure that this added deflection does not take all of the clearance out of therestraint cables and in so doing, generate a mechanical “short” for vibrations.

In some cases, seismically rated, housed ceiling isolators can be used, These are tolerantof the added deflection which occurs with the addition of the drywall. These however maynot be suitable for all applications. More commonly conventional cable restraints are usedwith special attention given to ensure that no mechanical shorts will occur.

Seismically Rated KSCH Ceiling Support Isolator


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D11.2


This isolator bolts directly to wood or concrete and offers positive seismic restraint for abroad range of applications. Included is a saddle that fully contains the CR channelcommonly used to support isolated drywall ceiling systems. This saddle prevents side toside motion of the channel in its basic configuration. For use in seismic applications, itmust be fitted with an optional #10 screw to prevent the channel from sliding through thesaddle. See also the picture below.

ADDED #10 SCREW

These Isolators are capable of supporting loads up to 140 lb per isolator while at the sametime offer a horizontal restraint capacity of 100 lb each.

Typical KSCH Installation


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D11.2


Seismically Rated ICW Ceiling Support Hanger

Where the isolated ceiling is suspended below the structure a significant distance, theICW Seismic Isolator can often be used. Unless the ceiling grid is tight up against theunderside of the Isolator, it is necessary to incorporate 2mm KSCU cable assemblies toprotect the hanger rod as shown below.

The cable restraint assemblies must connect to the hanger rod within ½” of the undersideof the ICW restraint bracket as shown, but the actual exposed length of the hanger rodcan be as much as 12”. Connections to the ceiling grid must be with a ¼” bolt (min).


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D11.2


This restraint device is rated for 60 lb in any direction.

Restraining Ceiling Systems with Cables

Ceiling systems can be restrained using cable restraints in fashion similar to that shownabove, but with the restraints connected directly to structure. When this is done, the“Force Class” rules in chapter D4 of this manual apply.

When installed, it should be assumed that the ceiling will drop ½” - 1” for most systemsand provisions must be made in the cable tightness to accommodate this. It is generallyrecommended that the cable be put in on a shallow slope not to exceed 15 degrees fromthe horizontal. In addition the grid should be deflected downward manually wheninstalling the cables to approximately the expected deflection amount. In that condition,the cable should be slightly loose (1/16” to 3/16” lateral motion allowed).

In addition, the isolation hangers should be mounted close to, but not in contact with theunderside of the ceiling structure. Maximum clearance under load should not exceed1/8”.

The recommended restraint kit for ceiling restraint is the 2mm KSCU kit. Each kitcontains 2 cables and 2 kits are required at each restraint location. Maximum lateralcapacity at each restraint location for this kit is 200 lb.


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DOCUMENT:

D11.3.1

Isolated Wall Seismic Restraint DesignPAGE 1 of 5 RELEASE DATE: 11/30/04

Isolated Wall Seismic Restraint Design

Proper installation of isolated walls requires that the wall not only be resiliently supported,but that they are also resiliently stabilized. Because the walls are not part of the buildingstructure, they do not have a membrane to support the upper edges. This makes theminherently unstable. They are also subject to lateral loads from contact with other objectsor due to the attachment of wall mounted components to them. The requirement forstabilization is compounded in seismic areas where the walls can be exposed tosignificant lateral acceleration forces.

Because masonry walls require high compressive loads to prevent internal buckling andbecause they possess a high level of mass, the requirement for restraint becomes morecritical. The stabilizing compressive load present in a load bearing wall is not present in afree standing wall rendering them easily susceptible to seismic damage.

To determine the amount of support required by the wall several factors must be takeninto account. These are: 1) the amount of natural support dictated by the room geometry(corners and intersections), 2) the stability provided by the type of construction, 3) the unitmass of the isolated wall and 4) the anticipated lateral loading to which the wall may besubjected.

Beginning with the rooms "natural support", it is safe to assume that any corner orintersection point that occurs in the isolated wall system where at least 2 of theintersecting walls extend a distance equal to 50% of the walls height can be considered toform a natural restraint. For example, a 10 ft x 10 ft room with 8 ft tall isolated walls canbe considered to have 4 naturally supported corners. However, if we consider a wall witha 6 in long jog in its center, the jog (since it's length is less than 50% of the wall height)cannot be considered to be a natural support.

The various methods used to construct isolated walls have different levels of resistanceagainst buckling. For example, a masonry wall that is not subjected to weight bearingloads is quite weak in buckling, where a masonry wall that is bearing weight can be quiteresistant to it. In non-weight bearing applications, frame construction is generally moreresistant to vertical buckling loads than masonry. On the other hand, frame constructionis also generally weaker than masonry walls when evaluating the transfer of loads alongthe length of the wall. This is because, apart from the top and bottom, the framingmembers do not normally run in the horizontal axis.

The surface mass of a wall works in conjunction with seismic accelerations to generatebuckling and toppling forces. Lower surface mass framed walls are much less subject todamage from seismic loads than are heavy masonry ones.

Floating walls subjected to horizontal loads can buckle or topple in the vertical plane or


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DOCUMENT:

D11.3.1


can buckle along their length. Illustrations of the vertical failure modes are shown below.The first case (buckling) is the result of the wall being restrained top and bottom but withtoo great a vertical center distance between restraints. The second (toppling) is the resultof inadequate restraint at the top.

BUCKLINGAT CENTER

TOPPLING

The buckling mode along the walls length is similar to the buckling case above except thatit occurs in the horizontal plane. It most commonly occurs along the top edge of a wallwhere there is no positive continuous restraint fitted and where the horizontal distancebetween localized restraints is excessive.

All walls must be designed to resist the anticipated seismic forces (as a minimum) and ifthere are known or anticipated forces that may result from other factors which exceed theseismic loads, they must be identified and used for sizing the appropriate restraintdevices. This document will identify the restraints necessary based on seismicrequirements only.

In the case of seismic events, the driving force is created by horizontal accelerationsacting on the mass of the wall. Resisting this loading are the restraints and the bucklingstrength of the wall itself. The wall's buckling strength and mass can be determined forcommonly used building cross sections and using this, the wall's natural ability towithstand horizontal accelerations can be determined. This resistance/force relationshipcan then be used to determine the maximum allowable span length between restraints.

Once the spacing is determined, the actual load that the restraint must be capable ofhandling can be quickly determined by dividing the supported wall mass among thesupporting restraints and applying the appropriate acceleration factor to it.

As wall restraints/isolators include no running clearance, these devices must be capableof developing this force while still maintaining a low enough natural frequency to ensure


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the isolation characteristics of the wall.

As the natural frequency of a system is a function of its supported mass and spring rate(measured as deflection if the spring is oriented vertically). A restraint should be selectedbased on its having the desired spring rate in the unloaded condition. It is also desirableto have a relatively short working range to minimize wall motion during a seismic event.Restraints with a graduated spring rate such as occur in neoprene pads with simpleshapes tend to be ideal for this.

It is always worthy of note to indicate that when isolators are oriented horizontally and arenot affected by gravity, the installed deflection is not part of the design requirement. Thisis because natural frequency is a function of mass and spring rate and not of deflection.

Based on the trade-off between the inherent or natural strength of isolated walls of variousconstructions and their mass, the following table has been generated. It provides arecommended maximum spacing for restraints on both the vertical and horizontal axisbased on seismic accelerations and is broken down by wall type. It also lists theapproximate maximum load that the restraint is likely to see.

Seismic Acceleration in G'sAcceleration Factor Maximum

RestraintType Wall Horiz Vert Horiz Vert Horiz Vert Horiz Vert Horiz Vert Horiz Vert ForceMasonry CD (in) CD (in) CD (in) CD (in) CD (in) CD (in) CD (in) CD (in) CD (in) CD (in) CD (in) CD (in) lbs

6" Block/Hollow 22 22 31 31 36 36 49 49 70 70 99 99 5096" Block/Sand Filled 26 26 36 36 42 42 57 57 81 81 114 114 509



Frame/Drywall

16" Centers / 1/2" Drywall 22 78 32 111 37 120 50 120 71 120 71 120 6116" Centers / 1" Drywall 17 60 24 85 28 98 38 120 54 120 77 120 61

16" Centers / 1-1/2" Drywall 14 51 20 72 24 83 32 113 46 120 65 120 6116" Centers / 5/8" Drywall 21 72 29 102 34 118 46 120 65 120 93 120 61

16" Centers / 1-1/4" Drywall 16 55 22 77 26 89 35 120 50 120 70 120 6116" Centers / 1-7/8" Drywall 13 46 19 65 21 75 29 102 41 120 59 120 61

24" Centers / 1/2" Drywall 24 67 33 95 39 110 53 120 75 120 75 120 5024" Centers / 1" Drywall 18 51 25 72 29 83 40 113 56 120 79 120 50

24" Centers / 1-1/2" Drywall 15 42 21 60 24 69 33 94 47 120 66 120 5024" Centers / 5/8" Drywall 22 62 31 87 35 101 48 120 68 120 97 120 50

24" Centers / 1-1/4" Drywall 16 46 23 65 26 75 36 102 51 120 72 120 5024" Centers / 1-7/8" Drywall 13 38 19 54 22 62 30 85 42 120 60 120 50

0.2 0.12 1 0.75 0.4

To ensure that the wall is not damaged when subjected to the max loading condition, totaldesign deflection in the restraint device should be limited to 1/4" (max).


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The following assumptions were used in compiling these tables:

The masonry construction assumes a tensile strength of 275 PSI in the mortar.

The frame construction assumes the use of 20 ga metal 2 x 4 studs. It also requires thatif the frame wall exceeds 120" in height, 2-20 ga metal 2 x 4 studs are interlocked andsandwiched between 2-20 ga 2 x 4 metal framing channels. These must run horizontallyalong the walls length and are oriented to align the ends of the upper and lower verticallyoriented studs. For all frame walls a single 20 ga metal 2 x 4 stud is welded or screwed toa 20 ga 2 x 4 metal framing channel to form the top plate of the wall.

MIN FRAME WALLHEADER

CONSTRUCTION

MIN FRAME WALLMID SPAN

STIFFENERCONSTRUCTION

Wall Top and Bottom Restraints

Isolated Masonry walls are normally set into a pocket formed by extending the recess inthe structural slab allowed for installation of a floating floor beyond the perimeter of thefloating floor itself. When used, this gap is sized to allow an isolated wall to penetrate thefloating floor and sit on its own set of support pads. As an option, masonry walls can alsobe set onto the perimeter of the floating floor and doweled to it in a fashion that can resistseismic shear loads at the wall’s base.

Framed walls are frequently supported either on the perimeter of the floating floor asmentioned above or are mounted on their own set of isolation pads that are spaced atregular intervals down the length of the base rail. In either case, the anchors used toconnect the wall to the floor must be sized to resist the seismic shear loads that can occurat the base of the wall. Normal spacings as specified by Kinetics Noise Control areadequate for this task in all seismic conditions

As the isolated wall is intended to reduce the flow of noise from one space to another, thetops of these walls will normally abut the underside of a floor or ceiling element. Theseconnections should be sealed to resist the flow of sound and frequently this isaccomplished via the use of rubber faced angles that hard attach to the structure andcradle the top of the wall. If these are used for restraint purposes, they must be sizedbased on the expected load. Kinetics Noise Control offers the IPRB, neoprene facedangle brackets that are frequently used for this task.


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Seismic Sway Braces for Masonry

For the interior expanse of isolated walls or where the IPRB does not possess adequatecapacity on its own to restrain the top, there are several products that can be used. TheKinetics PSB sway brace is commonly used for the restraint of isolated walls made ofmasonry. These are rated with capacities up to 2000 lb.

PSB Sway Brace

An additional option for lighter duty applications is the KWSB. This is lighter duty and ismade to connect to the framing members that make up the structure of the isolated wall.Capacities on KWSB go up to 50 lb.

Probably the best solution for gauge material is the Isomax wall clip. This is designed toboth support a wall and when spaced in a 24” x 48” array, can provide adequate restraintfor walls made up of as much as 3 layers of 5/8” drywall in applications as high as .5 G.The Seismic rating can increase with reduced spacing if need be.

IsoMax Wall Isolation Clip


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TABLE OF CONTENTS (Chapter D12)RECOMMENDED SEISMIC SPECIFICATIONS RELEASE DATE: 09/20/04

CHAPTER D12

RECOMMENDED SEISMIC SPECIFICATIONS

TABLE OF CONTENTS

KINETICS Long Form Seismic Specification D12.1


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www.kineticsnoise.com/SeismicBook/Pdfs/D12/D12.1 - Long Form Seismic Spec.pdf

www.kineticsnoise.com/SeismicBook/Pdfs/D12/D12.1 - Long Form Seismic Spec.pdf




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KINETICS LONG FORM SEISMIC SPECIFICATIONPAGE 1 OF 14 RELEASE DATE: 9/18/06

KINETICS LONG FORM SEISMIC SPECIFICATION

1.0 General

1.01 Related Work Specified Elsewhere(Vibration Isolation portion of specs, fill in as required)

1.02 Definitions

1) Av: Effective peak velocity related acceleration coefficient BOCA, SBC Code.2) S1: Mapped Long Period Seismic acceleration coefficient IBC, TI-809-04 Code.3) Ss: Mapped Short Period Seismic acceleration coefficient IBC, TI-809-04 Code.4) v: Zonal Velocity coefficient NBC-Canada5) SMACNA: (Sheet Metal and Air Conditioning Contractors National Association) has

developed Guidelines for the installation of restraints for piping and duct systems.6) VISCMA: (Vibration Isolation and Seismic Control Manufactures Association) has

developed Testing and Rating Standards for Seismic Restraint Components thatcomply with Code and ASHRAE based requirements.

7) Z: Seismic Zone defines Seismic Coefficient Ca used by UBC Code.1.03 Performance Requirements

1) Design Ground Acceleration Coefficient (Av, Ss, v or Z depending on Code =X.XX )2) (If IBC or TI-809-04) Design Long Period Ground Acceleration Coefficient (S1

=X.XX )3) Design Soil Type = (Sa, Sb, Sc, Sd) as appropriate. (If NBC Canada, the Foundation

Factor)4) Importance or Performance Factor appropriate to structure = X.XX5) If UBC Zone 4, Proximity to Fault and, if less than 10km, Fault Type6) Equipment Schedule (IBC, TI-808-04, 97UBC) The Mechanical Engineer of record

will provide a comprehensive Equipment Schedule indication individual equipmentimportance factors, Ip, (including equipment whose importance factor, Ip, may beincreased by proximity to essential life safety or hazardous components),equipment elevation both in the structure and(if floor mounted, relative to the floor),roof elevation and structural interface material, i.e., anchored to concrete, bolted orwelded to steel.

7) Schedule or drawings indicating critical (Ip=1.5) Duct/Piping systems, includingsystems whose importance factor may be increased by proximity to criticalcomponents.

1.04 Submittals

1) Product Data: Include Seismic Rating Curve for each seismically rated isolator or


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restraint component2) Samples: The contractor shall submit samples of specified seismic snubber

devices upon request of the engineer for approval3) Shop Drawings: Include the following:

A) Design Calculations: Calculate requirements for selecting vibrationisolators and seismic restraints and for designing vibration isolationbases. Certification documents to be signed and sealed by a qualifiedProfessional Engineer with at least 5 years experience in the design ofseismic restraints.

B) Vibration Isolation Bases: Dimensional drawings including anchorageand attachments to structure and to supported equipment. Includeauxiliary motor slides and rails, base weights, equipment static loads.

C) Seismic-Restraint Details: Detail submittal drawings of seismic restraintsand snubbers. Show anchorage details and indicate quantity, diameter,and depth of penetration of anchors.

D) Submittals for Interlocking Snubbers: Include ratings for horizontal,vertical and combined loads.

E) Equipment Manufacturer Seismic Qualification Certification: TheEquipment Manufacturer must submit certification that each piece ofprovided equipment will withstand seismic forces identified in"Performance Requirements" Article above. Include the following:

1) Basis for Certification: Indicate whether the “withstand”certification is based on actual test of assembled components oron calculations.

2) Indicate the equipment is certified to be durable enough to:

A) structurally resist the design forces and/or

B) will also remain functional after the seismic event.

F) Dimensioned Outline Drawings of Equipment Unit: Identify center ofgravity and locate and describe mounting and anchorage provisions.

G) Detailed description of the assumed equipment anchorage devices onwhich the certification is based.

1.05 Work Furnished But Not Installed

1) The materials and systems specified in this section shall be purchased by themechanical contractor from a single seismic snubber restraint materialsmanufacturer to assure sole source responsibility for the performance of the seismicrestraints used.


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2) The materials and systems specified in this section can, at the contractor’s option,be installed by the subcontractor who installs the mechanical equipment, piping, orductwork.

1.06 Coordination

1) Coordinate size, shape, reinforcement and locate cast in place anchor-bolt insertsfor concrete Inertia bases. 3000 psi min Concrete and/or formwork as needed isprovided by others.

2) Coordinate design of roof curbs and equipment supports to be compatible withequipment parameters.

1.07 Description of System

1) It shall be understood that the requirements of this seismic restraint section are inaddition to other requirements as specified elsewhere for the support andattachment of equipment and mechanical services, and for the vibration isolation ofsame equipment. Nothing on the project drawings or specifications shall beinterpreted as justification to waive the requirements of this seismic restraint section.

2) The work under this section shall include furnishing all labor, materials, tools,appliances, and equipment, and performing all operations necessary for thecomplete execution of the installation of seismic snubber restraint assemblies asshown, detailed, and/or scheduled on the drawing and/or specified in this section ofthe specifications

3) All seismic snubber restraint assemblies shall meet the following minimumrequirements:

A) The snubber shall include a high quality elastomeric element that willensure that no un-cushioned shock can occur.

B) It shall be possible to visually inspect the resilient material for damageand replace it if necessary.

C) Resilient material used in snubber assemblies to be a minimum of 0.25”(6 mm) thick.

D) Resilient material used in snubber grommets to be a minimum of 0.12”(3 mm) thick.

E) All Interlocking Snubbers to include a maximum air gap of .25 in (6mm).F) Assembly must be designed to offer seismic restraint in all directions,

unless otherwise noted below.G) Seismic restraint capacities to be verified by an independent test

laboratory or certified by an experienced registered ProfessionalEngineer to ensure that the design intent of this specification is realized.

4) Vibration Isolation Bases: Dimensional drawings including anchorage andattachments to structure and to supported equipment. Include auxiliary motor slides

1.08 System Design


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1) Seismic snubber manufacturer shall be responsible for the structural design ofattachment hardware as required to attach snubbers to both the equipment andsupporting structure on vibration isolated equipment, or to directly attach equipmentto the building structure for non-isolated equipment.

2) The contractor shall furnish a complete set of approved shop drawings of allmechanical and electrical equipment which is to be restrained to the seismicrestraint manufacturer, from which the selection and design of seismic restraintdevices and/or attachment hardware will be completed. The shop drawingsfurnished shall include, at a minimum, basic equipment layout, length and widthdimensions, installed operating weights of the equipment to be restrained and thedistribution of weight at the restraint points.

3) All piping and ductwork is to be restrained to meet code requirements. Spacingbetween restraints is not to exceed the allowable spacing listed in the latest revisionof the SMACNA manual (Sheet Metal and Air Conditioning Contractors NationalAssociation, Inc.) “Seismic Restraint Manual Guidelines for Mechanical Systems”,Second Edition, 1998. At a minimum, the seismic restraint manufacturer will providedocumentation on maximum restraint spacing for various cable sizes and anchors,as well as ‘worst case’ reaction loads at restraint locations. In addition, seismicrestraint manufacturer will provide support documentation containing adequateinformation to allow the installation contractor to make reasonable field modificationsto suit special case conditions.

4) The contractor shall ensure that all housekeeping pads used are adequatelyreinforced and are properly attached to the building structural flooring, so towithstand anticipated seismic forces. In addition, the size of the housekeeping padis to be coordinated with the seismic restraint manufacturer so to ensure thatadequate edge distances exist in order to obtain desired design anchor capabilities.

1.09 Alternate Systems

1) Provisions of the General Conditions and Supplemental Conditions of thespecifications shall govern the use of alternate systems to those specified.

2) Manufacturers not listed as approved in “Part 2 Materials” of this section mustsecure approval to bid a minimum of ten (10) days prior to the project bid date.

3) Uncertified internal equipment seismic restraint systems are disallowed for use onthis project.

1.10 Installation

1) Installation of all seismic restraint materials specified herein shall be accomplishedfollowing the manufacturer’s written instructions. Installation instructions shall besubmitted to the engineer for approval prior to the beginning of the work.

2.0 Materials

2.01 Source of Materials


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1) All seismic snubbers and combination snubber / vibration isolation materialsspecified herein shall be provided by a single manufacturer to assure sole sourceresponsibility for the proper performance of the materials used. Manufacturer is tobe a member of VISCMA (Vibration Isolation and Seismic Control ManufacturersAssociation).

2) Mechanical anchor types and sizes are to be per the design data as provided by theseismic restraint manufacturer.

3) Materials and systems specified herein and detailed or scheduled on the drawingsare based upon materials manufactured by Kinetics Noise Control, Inc. Materialsand systems provided by other manufacturers are acceptable, provided that theymeet all requirements as listed in this specification.

4) Where not protected by a shield, resilient materials shall be easy to visually inspectfor damage.

2.02 Factory Finishes

1) Manufacturer's standard prime-coat finish ready for field painting.2) Finish: Manufacturer's standard paint applied to factory-assembled and -tested

equipment before shipping.A) Powder coating on springs and housings.B) All hardware shall be electrogalvanized. Hot-dip galvanize or powder

coat metal housings for exterior use.C) Enamel or powder coat metal components on isolators for interior use.D) Color-code or otherwise mark vibration isolation and seismic-control

devices to indicate capacity range.2.03 Seismic Snubber TypesIsolator / Snubber Types contained herein are per ASHRAE (American Society ofHeating, Refrigerating and Air-Conditioning Engineers, Inc.) Handbook, 2003 HVACApplications, Chapter 54 “Seismic and Wind Restraint Design”, Pages 12 and 13.

1) Type A): Coil Spring Isolator Incorporated Within A Ductile Iron Or CastAluminum Housing

A) Cast iron or aluminum housings are brittle when subjected to shockloading and are therefore not approved for seismic restraintapplications.

2) Type B): Coil Spring Isolator Incorporated Within A Steel HousingA) Spring isolators shall be seismic control restrained spring isolators,

incorporating a single or multiple coil spring element, having all of thecharacteristics of free standing coil spring isolators as specified in thevibration isolation portion of this specification. Springs shall berestrained using a housing engineered to limit both lateral and vertical


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movement of the supported equipment during an earthquake withoutdegrading the vibration isolation capabilities of the spring during normalequipment operating conditions.

B) Vibration isolators shall incorporate a steel housing and neoprenesnubbing grommet system designed to limit motion to no more than ¼”(6 mm) in any direction and to prevent any direct metal-to-metal contactbetween the supported member and the fixed restraint housing. Therestraining system shall be designed to withstand the seismic designforces in any lateral or vertical direction without yield or failure. Wherethe capacity of the anchorage hardware in concrete is inadequate forthe required seismic loadings, a steel adapter base plate to allow theaddition of more or larger anchors will be fitted to fulfill theserequirements. In addition to the primary isolation coil spring, the loadpath will include a minimum ¼” (6 mm) thick neoprene pad.

C) Spring elements shall be color coded or otherwise easily identified.Springs shall have a lateral stiffness greater than 1.2 times the ratedvertical stiffness and shall be designed to provide a minimum of 50%overload capacity. Non-welded spring elements shall be epoxy powdercoated and shall have a minimum of a 1000 hour rating when tested inaccordance with ASTM B-117.

D) To facilitate servicing, the isolator will be designed in such a way thatthe coil spring element can be removed without the requirement to lift orotherwise disturb the supported equipment.

E) Spring isolators shall be Model FHS as manufactured by Kinetics NoiseControl, or by other manufacturers who can meet the requirements aslisted in sections 1.04 through 1.09 inclusive, and sections 2.01, 2.02and 2.03 (2).

3) Type C): Coil Spring Isolator Incorporated Within A Steel HousingA) Spring isolators shall be seismic control restrained spring isolators,

incorporating one or more coil spring elements, having all of thecharacteristics of free standing coil spring isolators per the vibrationisolation section of this specification, for equipment which is subject toload variations and/or large external forces. Isolators shall consist ofone or more laterally stable steel coil springs assembled into fabricatedwelded steel housings designed to limit movement of the supportedequipment in all directions.

B) Housing assembly shall be made of fabricated steel members and shallconsist of a top load plate complete with adjusting and leveling bolts,adjustable vertical restraints, isolation washers, and a bottom load platewith internal non-skid isolation pads and holes for anchoring the housingto the supporting structure. Housing shall be hot dipped galvanized foroutdoor corrosion resistance. Housing shall be designed to provide aconstant free and operating height within 1/8” (3 mm).

C) The isolator housing shall be designed to withstand the project design


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seismic forces in all directions.D) Coil spring elements shall be selected to provide static deflections as

shown on the vibration isolation schedule or as indicated or required inthe project documents. Spring elements shall be color coded orotherwise easily identified. Springs shall have a lateral stiffness greaterthan 1.2 times the rated vertical stiffness and shall be designed toprovide a minimum of 50% overload capacity. Non-welded springelements shall be epoxy powder coated and shall have a minimum of a1000 hour rating when tested in accordance with ASTM B-117.

E) Spring isolators shall be Model FLSS as manufactured by Kinetics NoiseControl, or by other manufacturers who can meet the requirements aslisted in sections 1.04 through 1.09 inclusive, and sections 2.01, 2.02and 2.03 (3)

4) Type D): Coil Spring Isolator Incorporated With Integral Seismic RestraintA) Spring isolators shall be single or multiple coil spring elements which

have all of the characteristics of free standing coil spring isolators asspecified in the vibration isolation portion of this specification,incorporating lateral and vertically restrained seismic housingassemblies. Spring elements shall be readily replaceable without theneed to lift or remove the supported equipment.

B) Restraint housing shall be sized to meet or exceed the forcerequirements of the application and shall have the capability ofaccepting coil springs of various sizes, capacities, and deflections asrequired to meet the required isolation criteria. All spring forces shall becontained within the coil / housing assembly, and the restraint anchoringhardware shall not be exposed to spring generated forces underconditions of no seismic force. Spring element leveling adjustment shallbe accessible from above and suitable for use with a conventionalpneumatic or electric impact wrench.

C) Restraint element shall incorporate a steel housing with elastomericelements at all dynamic contact points. Elastomeric elements shall bereplaceable. Restraint shall allow ¼” (6 mm) free motion in any directionfrom the neutral position. Restraint shall have an overturning factor(ratio of effective lateral snubber height to short axis anchor spacing) of0.33 or less to ensure optimum anchorage capacity.

D) Spring isolators shall be Model FMS as manufactured by Kinetics NoiseControl, or by other manufacturers who can meet the requirements aslisted in sections 1.04 through 1.09 inclusive, and sections 2.01, 2.02and 2.03 (4).

5) Type E): All Direction Neoprene IsolatorA) Vibration Isolators shall be neoprene, molded from oil resistant

compounds, designed to operate within the strain limits of the isolator soto provide the maximum isolation and longest life expectancy possible


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using neoprene compounds. Isolators shall include encapsulated cast-in-place top steel load transfer plate for bolting to equipment and a steelbase plate with anchor holes for bolting to the supporting structure.Ductile iron or cast aluminum components are not acceptablealternatives and shall not be used due to brittleness when subjected toshock loading.

B) Isolator shall be capable of withstanding the design seismic loads in alldirections with no metal-to-metal contact.

C) Isolator shall have minimum operating static deflections as shown on theproject Vibration Isolation Schedule or as otherwise indicated in theproject documents and shall not exceed published load capacities.

D) Neoprene isolators shall be Model RQ as manufactured by KineticsNoise Control, or by other manufacturers who can meet therequirements as listed in sections 1.04 through 1.09 inclusive, andsections 2.01, 2.02 and 2.03 (5)

6) Type F): Light Capacity All Direction 3-Axis External Seismic SnubberAssembly

A) Equipment shall be restrained against excessive movement during aseismic event by the use of 3-axis resilient snubbers, designed towithstand the project required seismic forces. A minimum of two (2)snubbers are to be used at each equipment installation, oriented toeffectively restrain the isolated equipment in all three directions, andadditional snubbers shall be used as required by seismic designconditions.

B) Snubbers shall be of interlocking steel construction and shall beattached to the equipment structure and equipment in a mannerconsistent with anticipated design loads. Snubbers shall limit lateral andvertical equipment movement at each snubber location to a maximum of¼” (6 mm) in any direction.

C) Snubbers shall include a minimum ¼” (6 mm) thick resilient neoprenepads to cushion any impact and to avoid any potential for metal-to-metalcontact. Maximum neoprene bearing pressure shall not exceed 1500pounds / sq. inch (10.4 N / sq. mm). Snubber shall be capable ofwithstanding an externally applied seismic force of up to 3,000 pounds(1360 kg.) in any direction. Snubber shall be installed only after theisolated equipment is mounted, piped, and operating so as to ensurethat no contact occurs during normal equipment operation.

D) Three-axis seismic snubbers shall be Model HS-5 as manufactured byKinetics Noise Control, or by other manufacturers who can meet therequirements as listed in sections 1.04 through 1.09 inclusive, and 2.01,2.02 and 2.03 (6)

7) Type G): Lateral 2-Axis External Seismic Snubber AssemblyA) Equipment shall be restrained against excessive lateral movement


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during a seismic event by the use of 2-axis horizontal resilient snubbers,designed to withstand the project required seismic forces. A minimumof two (2) snubbers are to be used at each equipment installation,oriented to effectively restrain the isolated equipment in all horizontaldirections, and additional snubbers shall be used as required by seismicdesign conditions.

B) Snubbers shall be of interlocking steel construction and shall beattached to the equipment structure and equipment in a mannerconsistent with anticipated design loads. Snubbers shall limit lateralequipment movement at each snubber location to a maximum of ¼” (6mm).

C) Snubbers shall include a minimum of ¼” (6 mm) thick resilient neoprenepads to cushion any impact and to avoid any potential for metal-to-metalcontact. Snubber shall be installed only after the isolated equipment ismounted, piped, and operating so as to ensure that no contact occursduring normal equipment operation.

D) Two-axis lateral seismic snubbers shall be Model HS-2 as manufacturedby Kinetics Noise Control, or by other manufacturers who can meet therequirements as listed in sections 1.04 through 1.09 inclusive, andsections 2.01, 2.02 and 2.03 (7)

8) Type H): Heavy Capacity All Direction 3-Axis External Seismic SnubberAssembly

A) Equipment shall be restrained against excessive vertical and horizontalmovement during a seismic event by the use of 3-axis resilientsnubbers, designed to withstand the project required seismic forces. Aminimum of two (2) snubbers are to be used at each equipmentinstallation, oriented to effectively restrain the isolated equipment in allthree directions, and additional snubbers shall be used as required byseismic design conditions.

B) Snubbers shall be of welded interlocking steel construction and shall beattached to the equipment structure and equipment in a mannerconsistent with anticipated design loads. Snubbers shall limit lateral andvertical equipment movement at each snubber location to a maximum of¼” (6 mm) in any direction.

C) Snubbers shall include resilient neoprene pads with a minimumthickness of ¼” (6 mm) to cushion any impact and to avoid any potentialfor metal-to-metal contact. Snubber shall be capable of withstanding anexternally applied seismic force of up to 10,000 pounds (4,540 kg.) inany direction. Snubber shall be installed only after the isolatedequipment is mounted, piped, and operating so as to ensure that nocontact occurs during normal equipment operation.

D) Three-axis seismic snubbers shall be Model HS-7 as manufactured byKinetics Noise Control, or by other manufacturers who can meet therequirements as listed in sections 1.04 through 1.09 inclusive, and


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sections 2.01, 2.02 and 2.03 (8)

9) Type I): Horizontal 1-Axis External Seismic Snubber AssemblyA) Equipment shall be restrained against excessive horizontal one-axis

movement during a seismic event by the use of single-axis resilientsnubbers, designed to withstand the project required seismic forces. Aminimum of four (4) snubbers are to be used at each equipmentinstallation, oriented to effectively restrain the isolated equipment in alllateral directions.

B) Snubbers shall be of steel construction and shall be attached to theequipment structure and equipment in a manner consistent withanticipated design loads. Snubbers shall limit lateral equipmentmovement at each snubber location in the direction of impact to amaximum of ¼” (6 mm).

C) Snubbers shall include resilient neoprene pads with a minimumthickness of ¼” (6 mm) to cushion any impact and to avoid any potentialfor metal-to-metal contact. Snubber shall be installed only after theisolated equipment is mounted, piped, and operating so as to eliminateany contact during normal equipment operation.

D) Single-axis seismic snubbers shall be Model HS-1 as manufactured byKinetics Noise Control, or by other manufacturers who can meet therequirements as listed in sections 1.04 through 1.09 inclusive, andsections 2.01, 2.02 and 2.03 (9)

10) Type J): Cable Restraints For Suspended Piping and DuctworkA) Seismic wire rope cable restraints shall consist of steel wire strand

cables, sized to resist project seismic loads, arranged to offer seismicrestraint capabilities for piping, ductwork, and suspended equipment inall lateral directions.

B) Building and equipment attachment brackets at each end of the cableshall be designed to permit free cable movement in all directions up to a45 degree misalignment. Protective thimbles shall be used at sharpconnection points as required to eliminate potential for dynamic cablewear and strand breakage.

C) Restraints shall be sized to the capacity of the cable or to the capacity ofthe anchorage, whichever is the lesser.

D) Seismic wire rope connections shall be made using overlap wire rope“U” clips or seismically rated tool-less wedge insert lock connectors.

E) Vertical suspension rods shall be braced as required to avoid potentialfor buckling due to vertical ‘up’ forces. Braces shall be structural steelangle uniquely selected to be of sufficient strength to prevent supportrod bending. Brace shall be attached to the vertical suspension rod by aseries of adjustable clips. Clips shall be capable of securely lockingbrace to suspension rod without the need for hand tools.


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F) Where clevis hanger brackets are used for seismic restraint attachment,they will be fitted with clevis internal braces to prevent buckling of thehanger brackets.

G) Seismic cable shall be as manufactured by Kinetics Noise Control, or byother manufacturers who can meet the requirements as listed insections 1.03 through 1.07 inclusive, and sections 2.01, 2.02 and 2.03(10)

H) Seismic cable building and equipment attachment brackets shall beModel KSCA, KSCU or KSCC as manufactured by Kinetics NoiseControl, or by other manufacturers who can meet the requirements aslisted in sections 1.04 through 1.09 inclusive, and sections 2.01, 2.02and 2.03 (10).

I) Seismic cable concrete anchor bolts shall be (Model KCAB Wedge) /(Model KUAB Undercut) as manufactured by Kinetics Noise Control, orby other manufacturers who can meet the requirements as listed insections 1.04 through 1.09 inclusive, and sections 2.01, 2.02 and 2.03(10).

J) Seismic wire rope connectors shall be (Model KWRC - ‘U’ clamp) /(Model KWGC - Tool-less wedge lock) as manufactured by KineticsNoise Control, or by other manufacturers who can meet therequirements as listed in sections 1.04 through 1.09 inclusive, andsections 2.01, 2.02 and 2.03 (10).

K) Seismic vertical suspension stiffener rod clips shall be Model KHRC asmanufactured by Kinetics Noise Control, or by other manufacturers whocan meet the requirements as listed in sections 1.04 through 1.09inclusive, and sections 2.01, 2.02 and 2.03 (10).

L) Clevis Internal Braces shall be Model KHHB as manufactured byKinetics Noise Control, or by other manufacturers who can meet therequirements as listed in sections 1.04 through 1.09 inclusive, andsections 2.01, 2.02 and 2.03 (10).

3.0 Execution

3.01 Installation

1) Installation of all seismic restraint materials specified in this section shall beaccomplished as per the manufacturer’s written instructions.

2) Upon completion of installation of all seismic restraint materials and before start upof restrained equipment, all debris shall be cleaned from beneath all protectedequipment, leaving equipment free to contact snubbers.

3) No rigid connections between the equipment and the building structure shall bemade which degrades the seismic restraint system herein specified. All electricalconduit to restrained equipment shall be looped to allow free motion of equipmentwithout damage to the electrical wiring.


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4) Adjust isolators after piping systems have been filled and equipment is at operatingweight.

5) Adjust limit stops on restrained spring isolators to mount equipment at normaloperating height. After equipment installation is complete, adjust limit stops so theyare out of contact during normal operation.

6) Adjust snubbers according to manufacturer's written recommendations.7) Adjust seismic restraints to permit free movement of equipment within normal mode

of operation.8) Torque anchor bolts according to equipment manufacturer's written

recommendations to resist seismic forces3.02 Execution

1) Shackle piping to the trapeze when restraining trapeze mounted piping, conduit andductwork. Install cables so they do not bend across sharp edges of adjacentequipment or building structure.

2) Install steel angles to stiffen hanger rods and prevent buckling where appropriate.Clamp with adjustable steel clamps to hanger rods. Requirements apply equally tohanging equipment. Do not weld angles to rods

3) If there is greater than a 1/8” diameter mismatch between anchorage hardware andhole diameter, reduce clearance in hole with epoxy grout or flanged neoprenebushings.

4) Housekeeping Pads must be adequately reinforced and adequately thick for properembedment of equipment anchors. Refer also to written restraint manufacturersinstructions.

A) Install dowel rods to connect concrete base to concrete floor. Unlessotherwise indicated, install dowel rods on 18-inch (450-mm) centersaround the full perimeter of the base.

B) Install adequate reinforcement in the concrete base to ensure itsintegrity in a seismic event.

C) Install wedge type anchors into concrete base. If base thickness isinadequate for full anchor embedment, install epoxy-coated anchor boltsthat extend through concrete base and adequately anchor into structuralconcrete floor.

D) Place and secure anchorage devices. Use setting drawings, templates,diagrams, instructions, and directions furnished with items to beembedded.

E) Install anchor bolts to elevations required for proper attachment tosupported equipment.

F) Install anchor bolts according to anchor bolt manufacturer's writteninstructions.


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3.03 Inspection

1) The contractor shall notify the local representative of the seismic restraint materialsmanufacturer prior to installing any seismic restraint devices. The contractor shallseek the representative’s guidance in any installation procedures with which he isunfamiliar.

2) Upon completion of the installation of all seismic restraint devices herein specified,the local representative of the seismic snubbers manufacturer shall, at thecontractors request, inspect the completed system and report in writing anyinstallation errors, improperly selected snubber devices, or other fault in the systemwhich could affect the performance of the system.

3) The installing contractor shall submit a report upon request to the building architectand/or engineer, including the manufacturer’s representative’s final report,indicating that all seismic restraint material has been properly installed, or steps tobe taken by the contractor to properly complete the seismic restraint work as perthe specifications.

4.0 Seismic Restraint for Piping and Ductwork

4.01 Piping

1) Seismically restrain all piping listed below. Use Type J Cable Restraints for allpiping supported by vibration isolation hanger assemblies, including:

A) Natural gas piping, medical gas piping, vacuum piping, petroleum basedliquid piping, and compressed air piping equal to or greater than 1” (25mm) in inside diameter.

B) Brace remainder of piping to code requirements (IBC or TI-809-04)) or inconformance with SMACNA (Sheet Metal and Air ConditioningContractors National Association, Inc.) “Seismic Restraint ManualGuidelines for Mechanical Systems”, Second Edition (RemainingCodes)

4.02 Ductwork

1) Seismically restrain all ductwork listed below. Use Type J Cable Restraints for allductwork supported by vibration isolation hanger assemblies, including:

A) All rectangular and oval ducts with cross sectional area equal to orgreater than 6 sq. ft. (0.55 sq. meters).

B) All round ducts with diameters equal to or greater than 32” (812 mm).C) Brace remaining ductwork to code requirements (IBC or TI-809-04)) or

in conformance with SMACNA (Sheet Metal and Air ConditioningContractors National Association, Inc.) “Seismic Restraint ManualGuidelines for Mechanical Systems”, Second Edition (RemainingCodes)

4.03 Conduit


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1) Seismically restrain all electrical conduit listed below. Use Type J Cable Restraintsfor all conduit supported by vibration isolation hanger assemblies, including:

A) All round ducts with diameters equal to or greater than 32” (812 mm).B) Brace all conduit to code requirements (IBC or TI-809-04) or in

conformance with SMACNA (Sheet Metal and Air ConditioningContractors National Association, Inc.) “Seismic Restraint ManualGuidelines for Mechanical Systems”, Second Edition (RemainingCodes).

4.04 Fire Protection Piping

1) Fire protection, sprinkler piping, and related equipment is considered as “Life SafetyEquipment” and is to be seismically restrained per guidelines as published by NFPA(National Fire Protection Association).

End of Section


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Design and Application Guidelines

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