Chapter 17:Structural Tests and Special Inspections

General Comments

In this chapter, the code sets minimum quality standardsfor the acceptance of materials used in building con­struction. It also establishes requirements for special in­spections, structural observations and load testing.

Section 1701 contains the scope statement andgeneral statement for new and used materials.

The definitions of terms primarily related to this chap­ter are in Section 1702.

Section 1703 addresses the approval process.Special inspections that are required are specified in

Section 1704.Section 1705 includes the requirements for the state­

ment of special inspecting.Section 1706 contains the special inspection require­

ments based on the basic wind speed and exposurecategory of the structure.

Section 1707 contains the special inspection require­ments based on the seismic design category (SOC) ofthe structure.

Structural testing for seismic resistance is addressedin Section 1708.

Requirements for a written statement by the contrac­tor are provided in Section 1709.

Section 1710 establishes when structural observationby a registered design professional is required forhigh-seismic and high-wind areas.

The general requirements for determining the designstrengths of materials are in Section 1711.

SECTION 1701GENERAL

1701.1 Scope. The provisions of this chapter shall govern thequality, workmanship and requirements for materials covered.Materials of construction and tests shall conform to the appli­cable standards listed in this code.

•:. This chapter gives provisions for quality, workman­ship, testing and labeling of all materials coveredwithin. In general, all construction materials and testsmust conform to the standards, or portions thereof,that are referenced in the code. This chapter providesrequirements for materials and tests when there areno applicable standards; specific tests and standardsare referenced in other chapters of the code. Addition-

,;. ~lIy, this chapter provides basic requirements for label-Ing construction materials and assemblies, and for

t special inspections of structural systems and" . components.

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Section 1712 provides for an alternative test proce­dure in the absence of approved standards.

Provisions for a test load are addressed in Section1713.

Section 1714 includes requirements for field load test­ing of a structure.

Preconstruction load testing of materials and methodsof construction that are not capable of being designed byan approved analysis is covered by Section 1715.

Section 1716 includes specific material and test stan­dards.

Chapter 17 provides information regarding the evaiua­tlon, inspection and approvai process for any material orsystem proposed for use as a component of a structure.These are general requirements that expand on the re­quirements of Chapter 1 relating to the roles and respon­sibilities of the building official regarding approval ofbuilding components. Additionally, the chapter includesgeneral requirements relating to the roles and responsi­bilities of the owner, contractor, special inspectors andarchitects or engineers.

Purpose

This chapter provides procedures and criteria for: testingmaterials or assemblies, labeling materials, systemsand assemblies, and special inspections of structural as­semblies.

1701.2 New materials. New building materials, equipment,appliances, systems or methods of construction not providedfor in this code, and any material of questioned suitability pro­posed for use in the construction of a building or strucmre, shallbe subjected to the tests prescribed in this chapter and in theapproved rules to determine character, quality and limitationsof use .

.:. Testing is required to be performed on materials thatare not specifically provided for in the code. For exam­ple, suppose a manufacturer of a sandwich panel con­sisting of aluminum skins and a foam plastic corewishes to use this panel as an exterior weather cover­ing. The material does not conform to any of the stan­dards referenced in Chapter 14, so an appropriate testprotocol must be developed. The same provision foracceptance of alternative materials is already given inSection 104.11. That section provides a strong, defini­tive statement for performance requirements for alter-

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native materials, requiring the proposed alternative tobe equivalent to that prescribed by the code in quality,strength, effectiveness, durability and safety. Section1701.2 simply reasserts that alternative materials(new materials) may be used, as long as the perfor­mance characteristics and quality can be established.

1701.3 Used materials. The use of second-hand materials thatmeettheminimum requirements of thiscodefornewmaterialsshall be permitted.

.:. Materials and assemblies may be reused, providedthat they meet the requirements of the code for newmaterials (see Section 104.9.1 of the code regardingreuse of materials and equipment). Caution should beexercised in approving a used material for reuse. Theapplicable material standards must be consulted todetermine if certain reuses are prohibited and to deter­mine the characteristics of the used material that mustbe carefully checked before reuse is approved.

One example is a high-strength structural steel bolt.Reuse of the bolt is restricted by RCSC, Specificationfor Structural Joints Using ASTM A 325 orA 490 Bolts.Even a piece of structural steel, such as a wide fiange,would need to be carefully checked to determine thatdimensional tolerances for a new piece of structuralsteel are met (see ASTM A 6 and A 36).•

SECTION 1702DEFINITIONS

1702.1 General. The following words and terms shall, for thepurposes of this chapter and as used elsewhere in this code,have the meanings shown herein.

.:. Some terms used in this code describe somethingvery specific to the related subject matter while otherterms may have multipie meanings that can varybased on the subject matter and context. To avoid mis­understandings, it is preferable to reach a consensuson the meaning of these terms. Definitions are in­tended to facilitate the understanding of code provi­sions and to minimize potential confusion.

This section contains definitions of terms associatedwith special inspections. Note that these terms arealso listed in Chapter 2 with a cross reference to thissection. Definitions that pertain primarily to special in­spections are included within this chapter to provideconvenient access to them without having to referback to Chapter 2. The use and application of all de­fined terms, including those defined herein, as well asundefined terms, are set forth in Section 201.

APPROVED AGENCY. An established and recognizedagency regularly engaged in conducting tests or furnishinginspection services, when such agency has been approved.

·:·In order to identify the basic criteria or understandwhat agencies are being referred to in Section 1703,there is a need to define the term "approved agency."The word "approved" means "acceptable to the build­ing official" (see the definition of "Approved" in Section202). The basis for approval of an agency for a particu-

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lar activity by the building official may include, but isnot necessarily limited to, the capacity and capabilityof the agency to perform thework in accordance withSection 1704 and other applicable sections. This istypically done through review of the resumes and ref­erences of the agency and its personnel.

APPROVED FABRlCATOR. An established and qualifiedperson, firm or corporation approved by the building officialpursuant to Chapter 17 of this code.

.:. An approved fabricator is one who has received ap­proval to perform work without a code-required specialinspection. The approval is based upon review of thefabricator's written procedural and quality-controlmanuals, and periodic auditing offabrication practicesby an approved special inspection agency.

CERTIFICATE OF COMPLIANCE. A certificate statingthat materials and products meet specified standards or thatworkwasdoneincompliance withapproved constructiondoc­uments.

.:. A certificate of compliance is a document issued by asupplier of materials and products that certifies theymeet the specified requirements.

DESIGNATED SEISMIC SYSTEM. Those architectural,electrical and mechanical systems and their components thatrequire design in accordance with Chapter 13 of ASCE 7 andforwhichthecomponent importance factor, Ipl is greater than 1in accordance with Section 13.1.3 of ASCE 7.

.:. Designated seismic systems are those architectural,electrical and mechanical components and systems in

. the referenced ASCE 7 provisions that are assigned acomponent importance factor of 1.5. The importancefactor indicates that there is a higher level of impor­tance placed on the system so that it will remain opera­tional during and after an earthquake. This definition isimportant in correctly applying the provisions for spe­cial inspection and testing for designated seismicsystems.

FABRlCATED ITEM. Structural, load-bearing or lateralload-resisting .assemblies consisting of materials assembledprior to installation in a building or structure, or subjected tooperations such as heat treatment, thermal cutting, cold work­ing or reforming after manufacture and prior to installation in abuilding or structure. Materials produced in accordance withstandard specifications referenced by this code, such as rolledstructural steel shapes, steel-reinforcing bars, masonry units,and wood structural panels or in accordance with a standard,listed in Chapter 35, which provides requirements for qualitycontrol done under the supervision of a third-party quality con­trol agency shall not be considered "fabricated items."

.:. The term "fabricated item" can easily be misinter­preted to encompass a number of items for which thecode does not intend special inspections; therefore,the term is defined to clarify the intent ofthe code (seeSection 1704). Common construction items are oftenfabricated under standards that are referenced in thecode and many of these provide for quality assuranceby third-party supervision. Since special inspections

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are analogous to such quality assurance programs, inthese cases it is not warranted to also require specialinspections.

INSPECTION CERTIFICATE. An identification appliedona product by an approved agency containing the nameof themanufacturer, the function and performance characteristics,and the name and identification of an approved agency thatindicates that the product or material hasbeen inspected andevaluated by an approved agency (see Section 1703.5 and"Label:' "Manufacturer's designation" and "Mark").

.:. An inspection certificate is an identification applied to aproduct indicating that the individual product has beeninspected by a third-party agency. The identificationshould include three items:

1. The name of the manufacturer;

2. The function and performance characteristics ofthe product; and .

3. The' name of the approved agency completingthe inspection and evaluation for the product.

Note that the requirements for a label (see Section202 for the definition of "Label") differ from those of aninspection certificate. A label is issued by a third-partyinspection agency that performs periodic inspections,while an inspection certificate is issued for the productat the time of inspection. The issuance of inspectioncertificates is an ongoing process.

INTUMESCENT FIRE-RESISTANT COATINGS. Thinfilm liquid mixture applied to substrates by brush,roller, sprayor trowel which expands into aprotectivefoamedlayer to pro­vide fire-resistant protection of thesubstrates whenexposed toflameorintense heat.

.:. Section 1704.13 requires speciai inspections for intu­mescent fire-resistant coatings in accordance withAWCI 12-B, based on the fire-resistance design. Be­cause AWCI 12-B does not define or describe thesematerials, this definition facilitates correct applicationof the special inspections.

MAIN WINDFORCE-RESISTING SYSTEM. An assem­blage of structural elements assigned to provide support andstability for the overall structure. The system generallyreceives wind loading from more thanonesurface.

.:.This definition identifies the structural componentsthat are to comply with speciai inspection require­ments. The main windforce-resisting system is theglobal structural system designed to resist wind loadson the building or structure.

MASTIC FIRE-RESISTANT COATINGS. Liquid mixtureappliedto asubstrate by brush,roller, spray or trowel thatpro­vides fire-resistant protection of a substrate when exposed toflame or intense heat.

.:. Section 1704.13 requires special inspections for mas­tic fire-resistant coatings in accordance with AWCI12-B, based on the fire-resistance design. BecauseAWCI 12-B does not define or describe these materi-

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als, this definition facilitates correct application of thespecial inspections.

SPECIAL INSPECTION. Inspection as herein required ofthematerials, installation, fabrication,erection orplacement ofcomponents and connections requiring special expertise toensure compliance withapproved construction documents andreferenced standards (see Section1704).

.:. This category of inspection is intended to apply tothose material installations that require a special levelof knowledge and attention. For example, special in­spections are required for the installation of high­strength bolts, welded connections, concrete rein­forcement, prestressed concrete, fabrication of larni­nated wood structural elements and pile installationsto comply with the contract documents and the stan­dards under which they are assembled.

SPECIAL INSPECTION, CONTINUOUS. The full-timeobservation of work requiring special inspection by anapproved special inspectorwho is present in thearea wherethework is beingperformed.

.:. Continuous special inspection is the constant monitor­ing of specific tasks by a special inspector. These in­spections must be carried out continuously over theduration of the particulartask(s). "Full-time" should notbe construed as requiring the special inspector to bepresent when these tasks are not being performed.

SPECIAL INSPECTION, PERIODIC, The part-time orintermittent observation of workrequiring special inspectionby an approved special inspector who is present in the areawherethework hasbeen or is beingperformedandat thecom­pletion of the work.

.:. Periodic special inspection allows intermittent moni­toring of the specified tasks designated in the state­ment of speciai inspections as requiring periodic in­spection. To avoid misunderstandings, the frequencyor timing of these inspections should be establishedbefore a permit is issued.

SPRAYED FIRE-RESISTANT MATERIALS.Cementitious or fibrous materials that aresprayed to providefire-resistant protection of the substrates.

.:.The cementitious or fibrous material is pneumaticallyprojected onto a surface such that the density, thick­ness and cohesion/adhesion of the material will pro­vide fire resistance to the surface.

STRUCTURAL OBSERVATION. Thevisualobservation ofthe structural system by a registered design professional forgeneral conformance to theapproved construction documents.Structuralobservation does not include or waive theresponsi­bility for theinspectionrequiredby Section110,1704or othersections of this code.

.:.Where required based on wind or seismic hazards, theregistered design professional must visit the site to vi­sually determine general conformance to the ap­proved construction documents. Structural observa­tion is in addition to, and does not substitute for, any

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inspections required by Section 110, 1704 or othersections of the code.

SECTION 1703APPROVALS

1703.1 Approved agency. An approved agency shall provideall ioformation as necessary for the building official to deter­mine that the agency meets the applicablerequirements.

.:.This section specifies the information that an ap­proved agency must provide to the bUilding official toenable him or her to determine if the agency meets theapplicable requirements.

1703.1.1 Independence. An approved agency shall be objec­tive, competent and iodependent from the contractor responsi­ble for the work being inspected. The agency shall also disclosepossible conflicts of ioterest so that objectivity can be con­firmed.

.:.As part ofthe basis for a building official's approval of aparticular inspection agency, the agency must demon­strate its objectivity and competence. The judgementof objectivity is linked to the financial and fiduciary in­dependence of the agency. The competence of theagency is judged by its experience and organization,and the experience of its personnel.

For exampie, suppose that ACME Agency is the in­spection agency employed by Builder's, Inc. for fac­tory-built fireplaces. During an investigation of theagency, it is discovered that ACME and Builder's aresubsidiaries of the same parent company, Conglomer­ate, Inc. The Inspection agency and manufacturerclearly have a relationship that is undesirable from thestandpoint of independence.

1703.1.2 Equipment. An approved agency shall have ade­qnate eqnipment to perform reqnired tests. The eqnipmentshall be periodically calibrated.

.:.As part of judging the ability of a testing or inspectionagency, the building official should determine that theagency has the proper equipment to perform the re­quired tests or inspections.

1703.1.3 Personnel. An approved agency shall employ experi­enced personnel educated in conducting, supervisiog and eval­uating tests and/or inspections.

.:.The competence of an inspection or testing agency isalso based on the experience and background of itspersonnel. For exampie, if 10 engineering graduatesform an agency, the bUilding official shouid questionwhether or not this newly formed agency is sufficientlyexperienced to perform the tests.

If the services being provided by the inspection ortest agency come within the purview of the profes­sional registration laws of the state in which the build­ing is being constructed, the building official should re­quest evidence that the personnel are qualified toperform the work in accordance with this professionalregistration law, as well.

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1703.2 Written approval. Any material, appliance, equip­ment, system or method of construction meeting the require­ments of this code shall be approved in writing aftersatisfactory completion of the required tests and submission ofrequired test reports.

·:·In order to have a documented record of the approvaland basis for it, including any conditions or limitations,materials and systems must be approved in writing bythe building official. The code also requires the ap­proval to be granted within a reasonable period oftime, after all documentation has been satisfactorilydeveloped and submitted, so as to avoid any unneces­sary delay in completion of construction.

1703.3 Approved record. For any material, appliance, equip­ment, system or method of construction that has beenapproved, a record of such approval, includiog the conditionsand limitations of the approval, shall be kept on file in the build­ing official's office and shall be open to public inspection atappropriate times .

•:. Written approvals must be kept on file by the buildingofficial, and be available and open to the public. Thisprovides reasonable access to the records on approv­als of materials and systems should there be any sub­sequent investigation or further evaluation:

1703.4 Performance. Specific information consisting of testreports conducted by anapproved testing agencyin accordancewith standards referenced io Chapter 35, or other suchioforma­tion as necessary, shall be provided for the building official todetermine that the material meets the applicable code require­ments.

.:. When conformance to the code is predicated on theperformance and quality of materials, the bUilding offi­cial must require the submittal of testing reports froman approved agency. In the absence of such reports,the building official must accept specific informationand details that prove compliance with the intent of theapplicable code requirements.

1703.4.1 Research and investigation. Sufficient technicatdata shall be submitted to the building official to substantiatethe proposed use of any material or assembly. If it is determinedthat the evidence submitted is satisfactory proof of perfor­mance for the use intended, the building official shall approvethe use of the material or assembly subject to the requirementsof this code. The costs, reports and iovestigations requiredunder these provisions shall be paid by the applicant.

.:. This section is usually used in conjunction with Section104.11 when analysis of any construction material,such as new and innovative materials, is required todetermine code compliance. The analysis is based en­tirely upon technical data. All costs of testing and in­vestigations must be paid by the applicant.

1703.4.2 Research reports. Supportiog data, where necessaryto assist in the approvalof materials or assemblies not specifi­cally provided for in this code, shall consist of valid researchreports fromapproved sources.

.:. Reports prepared. by approved agencies, such asthose published by organizations affiiiated with model

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code groups, may be accepted as part of the informa­tion needed by the buHding official to evaiuate pro­posed construction and form the basis for approval.Such reports can supplement the buHding departmentresources by eliminating the need for the buHding offi­cial to conduct a detailed analysis on each new prod­uct, material or system. It is important that such mate­riai be truly objective and credible, and not consistmerely of the manufacturer's brochures or similar pro­prietary information. It is also important to note thatwhen the building official is utilizing research reports inevaluating compliance with the code, such as those is­sued by organizations· affiliated with model codegroups, he or she is not mandated to approve these re­ports just because the code is the legally adoptedbuilding code in the jurisdiction. These reports are notcode text; they are advisory only and intended for tech­nical reference.

1703.5 Labeling. Where materials or assemblies are requiredby this code to be labeled, such materials and assemblies shallbe labeled by an approved agency in accordance with Section1703. Products and materials required to be labeled shall belabeled in accordance with the procedures set forth in Sections1703.5.1 through 1703.5.3.

.:. This section provides requirements for third-party in­spection of a manufacturer of a material or assemblywhen the code says that the material or assemblymust be labeled. The materials or assemblies requiredto be labeled are given in other chapters of the code,the International Mechanical Code® (IMC®), the Inter­national Fire Code® (IFC®) and the InternationalPlumbing Code® (IPC®). Labeling provides a readilyavailable source of information that Is useful for fieldinspection of installed products. The label identifiesthe product or material and provides other informationthat can be investigated further if there is any questionas to its suitability for the specific installation.

Some examples are gas appliances, fire doors, pre­fabricated construction (when the building official doesnot inspect it), electrical appliances, glass, fac­tory-built fireplaces, plywood and other woodmembers when used structurally, lumber and foamplastics.

1703.5.1 Testing. An approved agency shall test a representa­tive sample of the product or material being labeled to the rele­vant standard or standards. The approved agency shallmaintain a record of the tests performed. The record shall pro­vide sufficient detail to verify compliance with the test stan­dard.

':'As a basis for the allowed use of an agency's label, theagency is required to perform testing on the material orproduct in accordance with the standard referenced bythe code. For example, Section 903.1 of the IMC re­quires that factory-built fireplaces be tested in accor­dance with the referenced standard UL127 and statesthat factory-built fireplaces are required to be listedand labeled by an approved agency.

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STRUCTURAL TESTS AND SPECIAL INSPECTIONS

1703.5.2 Inspection and identification. The approved agencyshall periodically perform an inspection, which shall bein-plant if necessary, of the product or material that is to belabeled. The inspection shall verify that the labeled product ormaterial is representative of the product or material tested.

.:.The approved agency whose label is to be applied to aproduct must perform periodic inspections. The pri­mary objective of these inspections is to determinethat the manufacturer is, indeed, making the sameproduct that was tested. For example, using the fac­tory-built fireplace discussed in the commentary toSection 1703.5.1, if the fire chamber wall in the testwas 3/,-inch-thick (9.5 mm) steel, the inspectionagency must check to see that this thickness is beingused. If the manufacturer has decided to use 'I.-inch(6.4 mm) steel, then the inspection agency would beforced to withdraw the use of its label and listing.

1703.5.3 Label information. The label shall contain the man­ufacturer's or distributor'S identification, model number, serialnumber or definitive information describing the product ormaterial's performance characteristics and approved agency'sidentification.

.:. This section lists the information ·that is required on alabel (see Figure 1703.5.3). The purpose is to providesufficient information for the inspector to verify that theinstalled product is consistent with what was approvedduring plan review.

ACMEMFG., INC.

ACME DOOR SERIES A

1·HOUR FIRE DOORTESTEDINACCORDANCE WITHASTME 152

SERIALNO. JSS999

. FIF5ELA.B 1f'!§PECTORS, INC.

Figure 1703.5.3TYPICAL LABEL INFORMATION

1703.6 Evaluation and follow-up inspection services. Wherestructural components or other items regulated by this code arenot visible for inspection after completion of a prefabricatedassembly, the applicant shall submit a report of each prefabri­cated assembly. The report shall indicate the complete detailsof the assembly, including a description of the assembly and itscomponents, the basis upon which the assembly is being evalu­ated, test results and similar information and other data as nee-

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STRUCTURAL TESTS AND SPECIAL INSPECTIONS

essary for the building official to determine conformance tothis code. Such a report shall be approved by the building offi­cial.

•:. As an alternative to physical inspection by the buildinqofficial in the plant or location where prefabricatedcomponents are manufactured, such as modularhomes, trusses, etc., the building official has the op­tion of accepting an evaluation report from an ap­proved agency detailing such inspections.

1703.6.1 Follow-up inspection. The applicant shall providefor special inspections of fabricated items in accordance withSection 1704.2.

.:. The owner is required to provide special inspections offabricated assemblies at the fabrication plant in accor­dance with Section 1704.2.

1703.6.2 Test and inspection records. Copies of necessarytest and inspection records shall be filed with the building offi-cial. .

.:. All testing and inspection records related to a fabri­cated assembly must be filed with the buildinq officiaiso as to maintain a complete and iegal record of theassembly and erection of the building components.

SECTION 1704SPECIAL INSPECTIONS

1704.1 General. Where application is made for construction asdescribed in this section, the owner or the registered designprofessional in responsible charge acting as the owner's agentshall employ one or more approved agencies to performinspections during construction on the types of work listedunder Section 1704. These inspections are in addition to theinspections identified in Section 110.

The special inspector shall be a qualified person who shalldemonstrate competence, to the satisfaction of the buildingofficial, for the inspection of the particular type of constructionor operation requiring special inspection. The registereddesign professional in responsible charge and engineers ofrecord involved in the design of the project are permitted to actas the approved agency and their personnel are permitted to actas the special inspector for the work designed by them, pro­vided those personnel meet the qualification requirements ofthis section to the satisfaction of the building official. The spe­cial inspector shall provide written documentation to the build­ing official demonstrating his or her competence and relevantexperience or training. Experience or training shall be consid­ered relevant when the documented experience or training isrelated in complexity to the same type of special inspectionactivities for projects of similar complexity and material quali­ties. These qualifications are in addition to qualifications speci­fied in other sections of this code.

Exceptions:

1. Special inspections are not required for work of aminor nature or as warranted by conditions in thejurisdiction as approved by the building official.

2. Special inspections are not required for building com­ponents unless the design involves the practice ofpro-

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fessional engineering or architecture as defined byapplicable state statutes and regulations governingthe professional registration and certification of engi­neers or architects.

3. Unless otherwise required by the building official,special inspections are not required for Group Uoccupancies that are accessory to a residential occu­pancy including, but not limited to, those listed inSection 312.1.

.:. Special inspections provide a means of quality assur­ance. Structural properties of the concrete or steel thatis used in most structures are not usually discernableby a mere visual inspection. Typically, constructionmaterials must be tested and their installation must bemonitored in order to provide a finished structure thatperforms in accordance with the construction docu­ments. Trained specialists that provide these inspec­tions give the building official and engineer an indica­tion that the required structural performance wiil beachieved. The permit applicant is responsible for hir­ing the special inspector and must incur all associatedcosts. According to Section 105.1, the permit applicantmay be the owner or authorized agent in connectionwith the project (see Section 105.1 for further details).

Special inspections do not replace inspections per­formed by the jurisdiction. Rather, they are intended asan enhancement to those inspections. This section at­tempts to standardize special inspector qualificationsin an effort to provide for the availability of an adequatepool of qualified and knowledgeable special inspec­tors. The code requires the special inspector to dem­onstrate competence to the satisfaction of the buildingofficial. There are many certification and training pro­grams for various facets of speciai inspections thatmay provide guidance to the building official in makingthis [udqment.

Exceptions to the requirement for speciai inspec­tions include minor work and work not required to bedesigned or sealed by a registered design profes­sional, as regulated by the jurisdiction in which theproject is located.

In addition to exempting minor work, Exception 1 re­fers to "conditions in the jurisdiction" as a possible ex­ception. The primary "condition" envisioned is one inwhich the jurisdiction has the resources and skiils toperform these inspection tasks. This exception shouidnot be interpreted as one that can be invoked by thepermit applicant. A locai jurisdiction should not be obli­gated to invoke this exception. The purpose of this ex­ception is merely to allow jurisdictions to perform theseinspections to the extent they are capable of doing so,rather than requiring a special inspector.

Exception 2 eliminates the special inspection re­quirement for projects where a design professional isnot required. The type of projects that do not require adesign professional varies from state to state, but typi­cally these are limited to small structures or those thatcan be prescriptively designed. Group U occupanciesthat are accessory to a residential occupancy may not

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be required to be designed by a registered design pro­fessional in many cases. Since it is not true in everycase, these occupancies are specifically exempted byException 3.

1704.1.1 Statement of special inspections. The applicantshall submit a statement of special inspections prepared by theregistered design professional in responsible charge in accor­dance with Section 107.1 as a condition for issuance. Thisstatement shall be in accordance with Section 1705.

Exceptions:

1. A statement of special inspections is notrequiredfor structures designed and constructed in accor­dance with the conventional' construction provi­sions of Section 2308.

2. The statement of special inspections is permittedto be prepared by a qualified person approved bythe building official for construction not designedby a registered design professional.

.:.The applicant must submit for approval a statement ofspecial inspections, in addition to other constructiondocuments, before issuance of the building permit.Section 1705.2 identifies the materials, componentsand work to be covered. The statement of special in­spections is required to be prepared by the registereddesign professional responsible for the building orstructure. This is because the special inspectionsstatement relates directly to the construction docu­ments, which are the responsibility of the registereddesign professional.

Exception 1 addresses where the statement of spe­cial inspections document is not needed, but note thatit does not exclude the special inspections themselves(see Section 1704.1). Exception 2 states conditionsunder which the statement of special inspections maybe prepared by someone other than a registered de­sign professional. This may be somewhat redundant,since Exception 2 in Section 1704.1 is likely to excludethis construction from speciai inspections.

1704.1.2 Report requirement. Special inspectors shall keeprecords of inspections. The special inspector shall furnishinspection reports to the building official, and to the registereddesign professional in responsible charge. Reports shall indi­cate that work inspected was or was not completed in confor­mance to approved construction documents. Discrepanciesshall be brought to the immediate attention of the contractor forcorrection. If they are not corrected, the discrepancies shall bebronght to the attention of the building official and to the regis­tered design professional in responsible charge prior to thecompletion of that phase of the work. A final report document­ing required special inspections and correction of any discrep­ancies noted in the inspections shall be submitted at a point intime agreed upon prior to the start of work by the applicant andthe building official.

•:. Records of each inspection must be submitted to thebuilding official so as to compile a complete legal re­cord of the project. These records must include all in­spections made, violations and discrepancies. Before

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a certificate of occupancy is issued, a final report mustbe submitted indicating that all special inspectionshave been made and all discrepancies have been re­solved or removed in order to show compliance withthe applicable code requirements. It is the responsibil­ity of the special inspector to document and submit in'spection records to the building official and the regis­tered design professional in responsible charge of theproject.

1704.2 Inspection offabricators. Where fabrication of struc­tural load-bearing members and assemblies is being perforroedon the premises of a fabricator's shop, special inspection of thefabricated items shall be required by this section and asrequired elsewhere in this code.

':'Inspection of in-plant fabrications and the require­ments for special in-plant inspections are addressedherein. This section should be used in conjunction withSection 1703.6 relating to evaluation and follow-upinspections.

1704.2.1 Fabrication and implementation procedures. Thespecial inspector shall verify that the fabricator maintainsdetailed fabrication and quality control procedures that providea basis for inspection control of the workmanship and the fabri­cator's ability to conform toapproved construction documentsand referenced standards. The special inspector shall reviewthe procedures for completeness and adequacy relative to thecode requirements for the fabricator's scope of work.

Exception: Special inspections as required by Section1704.2 shall not be required where the fabricator isapproved in accordance with Section 1704.2.2.

.:. The special inspector is required to verify not only thatthe fabricator complies with the design details andin-house quality control procedures at the plant, butalso its ability to construct/fabricate to the approveddrawings, standards and specifications. An exampleof this would be an inspection of proper placement androlling of truss-plate connectors at a wood-truss manu­facturing plant. Improper procedures could result inthe connectors "popping out" or "peeling back" afterthe truss is concealed and loaded, thus causing struc­tural failure. Special inspections are not necessarywhere an approved independent agency conductsin-house inspections.

1704.2.2 Fabricator approval. Special inspections requiredby Section 1704 are not required where the work is done on thepremises of a fabricator registered and approved to perforrosuch work withont special inspection. Approval shall be basedupon review of the fabricator's written procedural and qualitycontrol manuals and periodic auditing of fabrication practicesby an approved special inspection agency. At completion offabrication, the approved fabricator shall submit a certificate ofcompliance to the building official stating that the work wasperforroed in accordance with the approved construction docu­ments .

.:. "Approved fabricator" is defined in Section 1702 andthis section provides the basis for such approval by thebuilding official. If the fabricator is approved by the

17-7

STRUCTURAL TESTS AND SPECIAL INSPECTIONS

building official, then its internal quality control proce­dures are deemed to be sufficient without the need fora special inspection. A certificate of compiiance pro­vides the bUilding official with evidence on each pro­ject that the work has been performed in accordancewith the code and construction documents.

1704.3 Steel construction. The special inspections for steetelements of buildings and structures shall be as required bySection t 704.3 and Table 1704.3.

Exceptions:

1. Special inspection of the steel fabrication processshall not be required where the fabricator does notperform any welding, thermal cutting or heating oper­ation of any kind as part of the fabrication process. Insuch cases, the fabricator shall be required to submit adetailed procedure for material control that demon­strates the fabricator's ability to maintain suitable

. records and procedures such that, at any time duringthe fabrication process, the material specification,grade and mill test reports for the main stress-carryingelements are capable of being determined.

2. The special inspector need not be continuously pres­ent during welding of the following items, providedthe materials, welding procedures and qualificationsof welders are verified prior to the start of the work;periodic inspections are made of the work in progressand a visual inspection of all welds is made prior tocompletion or prior to shipment of shop welding.

2.1. Single-pass fillet welds not exceeding '/16 inch(7.9 mm) in size.

2.2. Floor and roof deck welding.

2.3. Welded studs when used for structural dia­phragm.

2.4. Welded sheet steel for cold-formed steelmembers.

2.5. Welding of stairs and railing systems.

.:.The requirements to be followed by the special inspec­tor for the erection and fabrication of structurai steel el­emenls of buildlnq construction are iisted in Table1704.3. This table includes minimum special inspec­tion requirements for the welding of steel constructionbased on the item and type of weld. Under certain con­ditions iisted in Exception 2, some of these welding in­spections may be periodic; otherwise, they should becontinuous (see definitions in Section 1702).

An exemption is allowed if the fabrication plant doesnot utilize any facilities or methods that may alter thephysical characteristics or properties of the steelmembers or components, such as welding, thermalcutting or heating operations. The fabricator would, inany case, need to provide evidence that proceduresare used that verify that the proper material specifica-

17·8

tion and grade for the main stress-carrying elementsare suppiied in accordance with the job specificationsand shop drawings.

TABLE 1704.3. See page 17-9.

.:.Table '1704.3 provides a complete iist of the types ofmaterials and inspections, verification required andreferenced standards to be used in evaluating confor­mance to and code compiiance with main stress-car­rying elements of steel construction.

1704.3;1 Welding. Welding inspection and welding inspectorqualification shall be in accordance with this section.

.:. This section provides the necessary references thatprovide guidance on welding inspection for steel.

1704.3.1.1 Structural steel. Welding inspection and weldinginspector qualification for structural steel shall be in accor­dance with AWS D1.1.

.:.The referenced standard for this section is AWS 01.1,from the American Welding Society (AWS). This stan­dard covers 10 areas of welding: general provisions;design of welded connections; workmanship; tech­nique; quaiification; inspection; strengthening and re­pair of existing structures; design of new buildings; de­sign of new bridges; and new tubular structures. Thetables in AWS 01.1 are intended only to provideprequaiified joint geometry, such as root opening, an­gles and clearances, which will permit a quaiifiedwelder to deposit sound weld metal.Welded jointsother than those specified by AWS may be qualified,provided that they are tested and quaiified in accor­dance with AWS 01.1.

All prequalified or quaiified welds should have a writ­ten welding procedure specification prepared by thefabricator following the detail and outline suggested byAWS D1.1. This specification should be available tothe engineer, inspector and buildlnq official.

AWS 01.1 describes two general categories of in­spection: the contractor's quaiity control (referred to asthe "contractor's inspection") and the owner/engi­neer's quality assurance (referred to as the "verifica­tion inspection"). The code requires the special in­spector to provide the required verification inspectionsofAWS 01.1.

The basis for welding inspector quaiification is AWS01.1. Section 6.1.4 of AWS D 1.1 iists inspector qualifi­cation requirements that include AWS QC1 guidelines,as well as two other options. Where performing nonde­structive testing (NOT), there are additional quaiifica­tions given in Section 6.14.6. Section 6.9 of AWS 01.1requires visual inspection of all welds. AWS D1.1 givesrequirements for conducting NDT, as well as accep­tance criteria; however, the AWS 01.1 document doesnot generally require NOT (one exception is found inSection 6.11.1).

2009 INTERNATIONAL BUILDING CODE" COMMENTARY

STRUCTURAL TESTS AND SPECIAL INSPECTIONS

TABLE 1704.3REQUIRED VERIFICATION AND INSPECTION OF STEEL CONSTRUCTION

REFERENCEDVERIFICATION AND INSPECTION CONTINUOUS PERIODIC STANDAROa IBC REFERENCE

1. Material verification of high-strength bolts, nutsandwashers:

a.Identification markings to conform to ASTM AISC 360,standards specifiedin the approved X Section A3.3 andconstruction documents.

-applicable ASTMmaterial standards

b.Manufacturer's certificate of complianceXrequired. - - -

2. Inspection of high-strength bolting:

a.Snug-tight joints. - X

b.Pretensioned andslip-critical jointsusingtum-of-nut with matchmarking, twist-offbolt or - X AISC360,direct tension indicator methods of installation.

Section M2.51704.3.3

c.Pretensioned andslip-critical joints usingrum-of-nut without matchmarking or calibrated X -wrench methods of installation.

3. Material verification of structural steel andcold-formed steel deck:

a.Forstructural steel, identification markings toX AISC 360,

conform to AISC 360. -Section MS.5

b. Forother steel, identification markings to conformApplicable ASTMto ASTMstandards specifiedin the approved - X

construction documents. material standards

c.Manufacturer's certified testreports. - X

4. Material verification of weld fillermaterials:

a.Identification markings to conform to AWS AISC360,specification in the approved construction X Section A3.S anddocuments. -

applicable AWS-

AS documents

b.Manufacturer's certificate of compliance required. - X - -

S. Inspection of welding:

a.Structural steel andcold-formed steel deck:

1) Complete andpartial jointpenetration grooveXwelds. -

2) MUltipass flllet welds. X -

3) Single-pass fillet welds> '/,," XAWS Dl.1 1704.3.1-

4) Plug andslot welds. X -

5) Single-pass fillet weldss 5/1t - X

6) Floor and roof deck welds. - X AWS D1.3

,~•"".2.__.~ ..

2009 INTERNATIONAL BUILDING CODE® COMMENTARY

(continued)

17-9

STRUCTURAL TESTS AND SPECIAL INSPECTIONS

TABLE 1704.3-continuedREQUIRED VERIFICATION AND INSPECTION OF STEEL CONSTRUCTION

VERIFICATIONAND INSPECTION CONTINUOUS PERIODIC REFERENCEDSTANDAR03 IBC REFERENCE

b.Reinforcing steel:

1) Verification of weldability of reinforcing steelXotherthanASTM A706. -

2) Reinforcing steel resisting flexural and axialforces in intermediate andspecialmomentframes, andboundary elements of special X -- AWS Dl.4 ACI 318: Section 3.5.2structural wallsof concrete and shearreinforcement.

3) Shear reinforcement. X. -4) Other reinforcing steel. - X

6. Inspection of steel frame-joint details for compliance with approved construction documents:

a. Detailssuchas bracing andstiffening. - X

b. Member locations. - X - 1704.3.2

c. Application of joint details ateachconnection. - X .

ForSI: 1 inch=25.4 mm.a. Where applicable, see also Section 1707.1,Specialinspection for seismicresistance.

1704.3.1.2 Cold-formed steel. Welding inspection and weld­ing inspector qnalification for cold-formed steel floor and roofdecks shall be in accordance with AWS D1.3.

.:.This section provides a reference to the AWS standardthat applies to welding inspection for cold-formedsteel.

1704.3.1.3 Reinforcing steel. Welding inspection and weldinginspector qualification for reinforcing steel shall be in accor­dance with AWS D1.4 and ACI 318.

.:. This section provides the necessary reference thatprovides guidance on welding inspection for reinforc­ing steel.

1704.3.2 Details. The special inspector shall perform aninspection of the steel frame to verify compliance with thedetails shown on the approved construction documents, such asbracing, stiffening, member locations and proper applicationof joint details at each connection.

.:. The special inspector is required to perform an inspec­tion of the entire steel frame to verify compliance withthe applicable code requirements and the approvedengineering drawings.

1704.3.3 High-strength bolts. Installation of high-strengthbolts shall be inspected in accordance with AISC 360.

·:·Installation and inspection of high-strength (ASTM A325 or ASTM A 490 or equivaient) bolts must be in ac­cordance with AISC 360.

1704.3.3.1 General. While the work is in progress, the specialinspector shall determine that the requirements for bolts, nuts,washers and paint; bolted parts and installation and tighteningin such standards are met. For bolts requiring pretensioning,the special inspector shall observe the preinstallation testingand calibration procedures when such procedures are required

17-10

by the installation method or by project plans or specifications;determine that all plies of connected materials have been drawntogether and properly snugged and monitor the installation ofbolts to verify that the selected procedure for installation isproperly used to tighten bolts. For joints required to be tight­ened only to the snug-tight condition, the special inspectorneed only verify that the connected materials have been drawntogether and properly snugged.

·:·Inspection procedures to verify that bolts are properlyinstalled and tensioned are provided first by observingthe calibration testing of. the fasteners using the se­lected installation procedure, and then by monitoringthe work in progress to ensure that the procedure thatprovided the specified tension is routinely adhered to.When such a program is followed, no further evidenceof proper bolt tension is required.

1704.3.3.2 Periodic monitoring. Monitoring of bolt installa­tion for pretensioning is permitted to be performed on a peri­odic basis when using the turn-of-nut method withmatchmarking techniques, the direct tension indicator methodor the alternate design fastener (twist-off bolt) method. Jointsdesignated as snug tight need be inspected only on a periodicbasis.

.:. Periodic monitoring by a special inspector is permittedfor high-strength bolts installed and tightened by theturn-of-nut method with matchmarking techniques, thedirect tension indicator method, the alternate designfastener method or joints designated as "snug tight."

1704.3.3.3 Continuous monitoring. Monitoring of boltinstallation for pretensioning using the calibrated wrenchmethod or the turn-of-nut method without matchmarking shallbe performed on a continuous basis.

.:. Continuous monitoring by a special inspector is re­quired for high-strength bolts installed and tightened

2009 INTERNATIONAL BUILDING CODE'" COMMENTARY

by the calibrated wrench method or the turn-of-nutmethod without matchmarking.

1704.3.4 Cold-formed steel trusses spanning 60 feet orgreater. Where a cold-formed steel truss clear span is 60 feet(18288 mm) or greater, the special inspector shall verify thatthe temporary installation restraintlbracing and the permanentindividual truss member restraintlbracing are installed inaccordance with the approved truss submittal package.

-:-Longer span trusses require additional care in han­dling and installing due to their size and weight. Spe­cial inspection of the bracing provides verification thatthese critical elements are properly installed.

1704.4 Concrete construction. The special inspections andverifications for concrete construction shall be as required bythis section and Table 1704.4.

Exception: Special inspections shall not be required for:

1. Isolated spread concrete footings of buildings threestories or less above grade plane that are fully sup­ported on earth or rock.

2. Continuous concrete footings supporting walls ofbuildings three stories or less above grade plane thatare fully supported on earth or rock where:

2.1. Thefootings support waIls oflight-frame con­struction;

2.2. The footings aredesignedin accordance withTable 1809.7; or

2.3. The structural design of the footing is basedon a specified compressive strength, f 'c. nogreater than 2,500 pounds per square inch(psi) (17.2 MFa), regardless of the compres­sive strength specified in the constructiondo.cuments orusedinthefootingconstruction.

3. Nonstructural concrete slabs supported directly onthe ground, including prestressed slabs on grade,where the effective prestress in the concrete is lessthan 150 psi (1.03 MFa).

4. Concrete foundation walls constructed in accordancewith Table 1807.1.6.2.

5. Concrete patios, driveways and sidewalks, on grade.

-:-This section establishes criteria for special inspectionsof elements of buIldingsand structures of concrete con­struction. Exceptions to the requirements of this sectionaddress concrete components that have little or noload-carrying requirements, such as nonstructural slabson grade, driveways,patios, etc.,or footings and founda­tions that require no reinforcement and carry relativelylow loads.

TABLE 1704.4. See page 17-12.

-:-Required verifications and inspections during con­crete construction operations are listed in Table1704.4. This table provides a complete list of the typesof inspections required and referenced standards for

2009 INTERNATIONAL BUILDING CODE"' COMMENTARY

STRUCTURAL TESTS AND SPECIAL INSPECTIONS

the placing, curing, prestressing and erection ofconcrete construction.

1704.4.1 Materials. In the absence of sufficient data or docu­mentation providing evidence of conformance to quality stan­dards for materials in Chapter 3 of ACI 318, the buildingofficial shall require testing of materials in accordance with theappropriate standards and criteria for the material in Chapter 3of ACI 318. Weldability ofreinforcement, except that whichconforms to ASTM A 706, shall be determined in accordancewith the requirements of Section 3.5.2 of ACI 318.

-:.Concrete materials, such as cement, aggregates, ad­mixtures and water, must comply with the standards ofChapter 3 of ACI 318, which reguiates materials andaddresses specific standards. In the absence of suffi­cient data or documentation, the buIlding official mustrequire testing in accordance with the standards listedin Chapter 3 of ACI 318.

ASTM A 706 is the standard for reinforcing steel thatis weldable, meaning that the chemical compositionand manufacturing processes are such that the mate­rial is well suited for an acceptable quality of weld.Section 3.5.2 of ACI 318 states that any standard otherthan ASTM A 706 used for reinforcement materialwould need to be supplemented for weldability re­quirements. The intent of this provision is that, wherewelding of reinforcing steel is required, the steelspecified and delivered must be checked forweldability.

1704.5 Masonry construction. Masonry construction shall beinspected and verified in accordance with the requirements ofSections 1704.5.1 throngh 1704.5.3, depending on the occu­pancy category of the building or structure.

Exception: Special inspections shall not be required for:

1. Empirically designed masonry, glass nnit masonry ormasonry veneer designed by Section 2109, 2110 orChapter 14, respectively, or by Chapter 5, 6 or 7 ofTMS 402/ACI 530/ASCE 5, respectively, when theyare part of structures classified as Occupancy Cate­gory I, II or ill in accordance with Section 1604.5.

2. Masonry foundation walls constructed in accordancewith Table 1807.1.6.3(1), 1807.1.6.3(2),1807.1.6.3(3) or 1807.1.6.3(4).

3. Masonry fireplaces, masonry heaters or masonrychimneys installed orconstructed in accordance withSection 2111,2112 or 2113, respectively.

.:.This section establishes whether special inspection isrequired, and the necessary level, for masonry con­struction. This is determined by the design method(empirical versus engineered) and whether or not astructure is classified as Occupancy Category IV in ac­cordance with Section 1604.5. These requirementsare summarized in Table 1704.5. Additionally, ma­sonry foundation walls complying with the prescriptivetables in Section 1807.1.6.3 are exempt from specialinspection.

17-11

STRUCTURAL TESTS AND SPECIAL INSPECTIONS

TABLE 1704.5SPECIAL INSPECTION OF MASONRY CONSTRUCTION

OCCUPANCY CATEGORY

I,ll ORIII IV

Design Empirical Engineered Empirical Engineeredmethod

Special Exempt Level 1 Level 1 Level 2insoection

1704.5.1 Empirically designed masonry, glass unitmasonry and masonry veneer in Occupancy Category Iv.The minimum special inspection program for empiricallydesigned masonry, glass unit masonry or masonry veneerdesigned by Section 2109, 2110 or Chapter 14, respectively, or

by Chapter5, 6 or 7 ofTMS 402lACI 5301ASCE 5, respectively,in structuresclassifiedas Occupancy CategoryN, in accordancewith Section 1604.5, shall comply with Table 1704.5.1.

.:. This section defines the minimum level of special in­spection required for empirically designed masonry,glass unit masonry and masonry veneer in OccupancyCategory IV buildings (see Table 1704.5.1).

TABLE 1704.5.1. Seepage 17-13.

.:.The minimum required special inspections and verifi­cations during masonry construction are listed in Table'1704.5.1. This table also lists the required criteria fromthe code, TMS 402/ACI 530/ASCE 5 and TMS602/ACI 530.1/ASCE 6. This table applies to empiri­cally designed masonry in Occupancy Category IV fa­cilities and to engineered masonry in all otheroccupancy categories..

TABLE 1704.4REQUIRED VERIFICATION AND INSPECTION OF CONCRETE CONSTRUCTION

REFERENCEDVERIFICATION AND INSPECTION CONTINUOUS PERIODIC STANDARoa IBC REFERENCE

1. Inspection of reinforcing steel, including - X ACI 318: 3.5,7.1-7.7 1913.4prestressing tendons, and placement.

2. Inspection of reinforcing steel welding in AWSD1.4accordance with Table 1704.3, Item 5b. - - ACI 318: 3.5.2

-

3. Inspectionof bolts to be installed in concreteprior to and during placement of concrete where

X ACI318: 1911.5,allowable loads have been increased or where - 8.1.3,21.2.8 1912.1strength design is used.

4. Inspection of anchors installed in hardenedX

ACI318:1912.1concrete. - 3.8.6, 8.1.3,21.2.8

5. Verifying use of required design mix.X ACI 318: Ch. 4, 5.2-5.4

1904.2.2, 1913.2,-1913.3

6. At the time fresh concrete is sampled to fabricateASTMC 172specimens for strength tests, perform slump and

X - ASTMC31 1913.10air content tests, and determine the temperatureACI 318: 5.6, 5.8of the concrete.

7. Inspection of concrete and shotcrete placementX - ACI 318: 5.9, 5.10 1913.6,1913.7, 1913.8for proper application techniques.

8. Inspection for maintenance of specified curing - X ACI 318: 5.11-5.13 1913.9temperature and techniques.

9. Inspection of prestressed concrete:. a.Application of prestressing forces. X ACI318: 18.20b.Grouting of bonded prestressing tendons in X - ACI 318: 18.18.4

-

the seismic-force-resisting system.

10. Erection of precast concrete members. - X ACI 318: Ch. 16 -

11. Verification of in-situ concrete strength, prior tostressing of tendons in posttensioned concrete - X ACI 318: 6.2 -and prior to removal of shores and forms frombeams and structural slabs.

12. Inspect fonnwork for shape, location anddimensions of the concrete member being - X ACI318: 6.1.1 -fanned.

For S1: 1 inch = 25.4 mm.a Where applicable, see also Section 1707.1, Special inspection for seismic resistance.

17-12 2009 INTERNATIONAL BUILDING CODE'" COMMENTARY

STRUCTURAL TESTS AND SPECIAL INSPECTIONS

TABLE 1704.5.1LEVEL 1 REQUIRED VERIFICATION AND INSPECTION OF MASONRY CONSTRUCTION

FREQUENCY OF INSPECTION REFERENCE FOR CRITERIA

TMS4021 TMS 6021VERIFICATION AND INSPECTION CONTINUOUS PERIODIC IBC SECTION ACI 530/ASCE S8 ACI530.1/ASCE 68

1. Compliance with required inspection pro-visions of the construction documents and - X - - Art. 1.5the approved submittals shall be verified.

2. Verification of 1m and f Me prior to con-struction except where specifically - X - - Art.I.4Bexempted by this code.

3. Verification of slump flow and VSI asdelivered to the site for self-consolidating X - - - Art. 1.5B.l.b.3grout.

4. As masonry construction begins, the following shall be verified to ensure compliance:

a. Proportions of site-preparedmortar. - X - - Art.2.6A

b. Construction of mortarjoints. - X - - Art.3.3B

c. Location of reinforcement,connectors, prestressing tendons - X - - Art. 3.4, 3.6Aand anchorages.

d. Prestressing technique. - X - - Art.3.6B

e. Grade and size of prestressingX - Art. 2.4B, 2.4Htendons and anchorages. - -

5. During construction the inspection program shall verify:

a. Size and location of structuralelements.. - X - - Art.3.3F

b. Type. size and location of anchors,including other details of anchorage

XSec. 1.2.2(e),

of masonry to structural members, - -1.16.1

-

frames or other construction.

c. Specified size, grade and type ofreinforcement. anchor bolts,

X Sec. 1.15 Art. 2.4, 3.4prestressing tendons and - -anchorages.

d. Welding of reinforcing bars.X - -

Sec. 2.1.9.7.2, -3.3.3.4(b)

e. Preparation, construction andprotection of masonry during cold

Sec. 2104.3, Art. 1.8C,weather (temperature below 40°F) - X2104.4

-1.8Dor hot weather (temperatureabove

90°F).

f. Application and measurement ofX Art.3.6Bprestressing force. - - -

(continued)

2009 INTERNATIONAL BUILDING CODE'" COMMENTARY 17·13

STRUCTURAL TESTS AND SPECIAL INSPECTIONS

TABLE 1704.5.1-continuedLEVEL 1 REQUIRED VERIFICATION AND INSPECTION OF MASONRY CONSTRUCTION

FREQUENCY OF INSPECTION REFERENCE FOR CRITERIA

- TMS 4021 - TMS 6021VERIFICATION AND INSPECTION CONTINUOUS PERIODIC IBCSECTION ACI530/ASCE Sa ACI530.1/ASCE 63

6. Prior to grouting, the following shall be verified to ensure compliance:

a. Grout space is clean. - X - - Art.3.2D

b. Placement of reinforcement andconnectors, and prestressing - X - Sec. Ll3 Art, 3-4tendons andanchorages.

c. Proportions of site-prepared groutand prestressing grout for bonded - X - - Art. 2_6Btendons.

d. Construction of mortar joints. - X - - Art.3.3B

7. ,Grout placement shall be verified to ensureX Art. 3_5

compliance: - - -

a. Grouting of prestressing bondedX Art_Hetendons. - - -

8. Preparation of any required grout speci-Sec. 2105.2.2,

mens, mortar specimens andlor prisms - X - Art. 1-4shall be observed. 2105_3

For S1: -c= [('F) - 32]/L8_a. The specific standards referenced are those listed in Chapter 35.

1704.5.2 Engineered masonry in Occupancy Category 1, 11or ill. The minimum special inspection program for masonrydesigned by Section 2107 or 2108 or by chapters other thanChapter5,6 or 7 ofTMS 402/ACI 530/ASCE 5 in structuresclassified as Occupancy Category I, II or ill, in accordancewith Section 1604.5, shall comply with Table 17045-L

.:. Engineered masonry in Occupancy Category I, II andIII facilities requires special inspection, The minimumspecial inspections required are listed in Table1704.5.1.

1704.5.3 Engineered masonry in Occupancy Category Iv.The minimum special inspection program for masonrydesigned by Section 2107 or 2108 or by chapters other thanChapter5, 6 or 7 of TMS 4021ACI 530/ASCE 5 in structuresclassifiedas Occupancy Category IV, in accordance with Sec­tion 1604.5, shall comply with Table 1704.5.3.

.:. Engineered masonry in Occupancy Category IV facili­ties requires special inspection. The minimum specialinspections required are listed in Table 1704_5_3_

TABLE 1704.5.3. See page 17-15.

.:. The minimum required special Inspections and verifi­cations during masonry construction of engineereddesign masonry in essential facilities are listed in Table1704-5-3_ This table also lists the required criteria fromthe code, TMS 402/ACI 530/ASCE 5 and TMS 6021ACI 530_1/ASCE 6_

17-14

1704.6 Wood construction. Special inspections of thefabrica­tion process of prefabricated wood structural elements andassemblies shallbein accordance with Section17042_ Specialinspections ofsite-built assemblies shallbein accordance withthis section.

.:. The fabrication process of wood structural elementsand assemblies (such as wood trusses) that Is beingperformed on the premises of a fabricator's shop mustreceive speciai inspection in accordance with Section1704.2.

1704.6.1 High-load diaphragms. High-load diaphragmsdesigned in accordance with Table 23062_1(2) shall beinstalled with special inspections as indicated in Section1704. L The special inspectorshall inspect thewood structuralpanelsheathing to ascertainwhetherit is of thegradeandthick­ness shownon the approved building plans, Additionally, thespecialinspectormust verifythe nominal sizeof framingmem­bers at adjoining panel edges, the nail or staplediameterandlength, the number of fastener lines and that the spacingbetween fasteners in each line and at edge margins agrees withthe approved building plans.

•:. This section requires speciai inspection of specificportions of diaphragms that are designed in accor­dance with Table 2306.2.1 (2). By their very nature,these "high-load" diaphragms are likely to carry moresignificant wind or seismic loads, making it necessaryto perform special inspection.

2009 INTERNATIONAL BUILDING CODE® COMMENTARY

STRUCTURAL TESTS AND SPECIAL INSPECTIONS

TABLE 1704.5.3LEVEL 2 REQUIRED VERIFICATION AND INSPECTION OF MASONRY CONSTRUCTION

REFERENCE FORCRITERIA

TMS 4021 TMS6021VERIFICATION AND INSPECTION CONTINUOUS PERIODIC IBCSECTION ACI530/ASCE 58 ACI530.1!ASCE 68

1. Compliance with required .inspecticn provi-sions of the construction documents and the - Art. 1.5approved submittals. X

- -

2. Verificationoffm and!Meprior to constructionand for every 5,000 square feet during con- - - X - - Art. l.4Bstruction.

3. Verification of proportions ofmaterials in pre-mixed or preblended mortar and grout as deliv- - X - - Art. 1.5Bered to the site.

4. Verification of slump flow and VSI as deliv-X Art. 1.5B.1.b.3ered to the site for self-consolidating grout. - - -

5. The following shall be verified to ensure compliance:

a. Proportionsof site-preparedmortar,grout and prestressing grout for bonded - X - - Art.2.6Atendons.

b. Placement of masonry units andX Art.3.3Bconstruction of mortar joints. - - -

c. Placement of reinforcement, connectorsand prestressing tendons and - X - Sec. 1.15 Art. 3.4, 3.6Aanchorages.

d. Grout space prior to grout X - - - Art.3.2D

e. Placement of grout. X - - - Art. 3.5

f. Placement of prestressing grout. X - - - Art.3.6C

g. Size and location of structural elements. - X - - Art.3.3F

h. Type, size and location of anchors,including other details of anchorage of

XSec.1.2.2(e),

masonry to structural members, frames - - 1.16.1-

or other construction.

i. Specified size, grade and type ofreinforcement, anchor boits, - X - Sec. 1.15 Art. 2.4, 3.4prestressing tendons and anchorages.

j. Welding of reinforcing bars.X - -

Sec. 2.1.9.7.2,-

3.3.3.4 (b)

k. Preparation, construction and protectionof masonry during cold weather

XSec. 2104.3, - Art.1.8C,1.8D(temperature below 40°F) or hot - 2104.4

weather (temperature above 900P).

1.Application and measurement ofX - Art.3.6Bprestressing force. - -

6. Preparation of any required grout specimensX

Sec. 2105.2.2,Art. 1.4and/or prisms shall be observed. -

2105.3-

For SI: °C = WF) ~ 32]11.8, 1 square foot = 0.0929 m2•

a. The specific standards referenced are those listed in Chapter 35.

2009 INTERNATIONAL BUILDING CODE'" COMMENTARY 17-15

STRUCTURAL TESTS AND SPECIAL INSPECTIONS

1704.6.2 Metal-plate-connected wood trusses spanning 60feet or greater. Where a truss clear span is 60 feet (18288 mm)or greater, the special inspector shall verify that the temporaryinstallation restraintlbracing and the permanent individualtruss member restraintlbracing areinstalled inaccordance withthe approved truss submittal package.

.:. Longer span trusses require additional care in han­dling and installing due to their size and weight. Spe­cial inspection of the bracing provides verification thatthese critical elements are properly installed.

1704.7 Soils. Special inspections for existing site soil condi­tions, fill placement and load-bearing requirements shall be asrequired by this section and Table 1704.7. The approvedgeotechnical report, and the construction documents preparedby the registered design professionals shall be used to deter­mine compliance. Duting fill placement, the special inspectorshall determine that proper materials and procedures are usedin accordance with the provisions of the approved geotechnicalreport.

Exception: Where Section 1803 does not require reportingof materials and procedures for fill placement, the specialinspector shall verify that the in-place dry density of thecompacted fill is not less than 90 percent of the maximumdry density at optimum moisture content determined inaccordance with ASTM D 1557.

.:. The load-bearing capacity of the supporting soil has asignificant impact on the structural integrity of anybuilding. The amount of compaction and the methodsvary depending on the particular design. Use of propercompaction, lift and density, however, is critical toachieving the desired bearing capacity (see Table1704.7 for the specific inspections that are required).When required by Section 1803, a geotechnical reportmust be provided, which would list the soil criteria thatmust be verified. Section 1804.5 clarifies that a com­pacted fill used to support foundations must be in ac­cordance with the criteria of a geotechnical report, ex­cept for fill depths of 12 inches (305 mm) or less. Theexception in this section provides minimum verifica- .

tions of compacted fill when it is not necessary toprovide a geotechnical report.

TABLE 1704.7. See below.

-:.Tabular formatting of soil inspections clearly conveysthe intended requirements for testing and inspection ofsoils for controlled fill and determination of soil-bearingcapacity. The verifications prior to fill placement in­clude verifying that the site preparation meets speci­fied requirements, including proper excavation depth,removal of all deleterious material and any other spe­cial requirements that the soils engineer deems nec­essary for the design (see Items 1, 2 and 5). Verifica­tions of the fill material and the placement operationare treated in Items 3 and 4. Without observing anddocumenting that the proper material is used and thespecified compaction techniques and lifts are em­ployed, the specified load-bearing capacity may not beachieved. A major factor in the design of the fill is thein-place density. This evaluation is needed so that thecompaction methods result in adequate soil-bearingcapacity.

1704.8 Driven deep foundations. Special inspections shall beperformed during installation and testing of driven deep foun­dation elements as required by Table 1704.8. The approvedgeotechnical report, and the construction documents preparedby the registered design professionals, shall be used to deter­mine compliance.

.:. Table 1704.8 lists the special inspections that are re­quired for driven elements of deep foundations. Ageotechnical investigation is required by Section1803.5.5. This section establishes specific criteria thatthe geotechnical report should include, which wouldalso be the basis for field verifications by a specialinspector.

TABLE 1704.8. Seepage 17-17.

.:. This table provides a concise list of requirements forinspection and verification of materials, testing and in­stallation of driven deep foundation elements.

TABLE 1704.7REQUIRED VERIFICATION AND INSPECTION OF SOILS

VERIFICATION AND INSPECTION TASK CONTINUOUS DURING TASK LISTED PERIODICALLY DURING TASK LISTED

1. Verifymaterials below shallowfoundations areadequate toachieve thedesign bearing capacity. - X

2. Verifyexcavations are extended to proper depth andhavereached proper material. - X

3. Perform classification andtestingof compacted fillmaterials. - X

4. Verify use of proper materials, densitiesandlift thicknessesduring placement and compaction of compacted fill. X -

5. Prior to placement of compacted fill, observesubgrade andverify that site has beenprepared properly. - X

17-16 2009 INTERNATIONAL BUILDING CODE"' COMMENTARY

1704.9 Cast-in-place deep foundations. Special inspectionsshall be performed during installation and testing ofcast-in-place deep foundation elements as required by Table1704.9. The approved geotechnical report, and the construc­tion documents prepared by the registered design profession­als, shall be used to determine compliance.

.:.Table 1704.9 lists the special inspections that are re­quired for cast-in-place elements of deep foundations.A geotechnical investigation is required by Section1803.5.5. This section establishes specific criteria thatthe geotechnical report should include, which wouldalso be the basis for field verifications by a specialinspector.

TABLE 1704.9. See page 17-18.

.:.This table provides a concise list of requirements forinspection and verification of materials, testing and in­stallation of cast-in-place deep foundation elements.

1704.10 Helical pile foundations. Special inspections shall beperformed continuously during installation of helical pilefoundations. The information recorded shall include installa­tion equipment used, pile dimensions, tip elevations, finaldepth, final installation torque and other pertineut installationdata as required by the registered design professional inresponsible charge. The approved geotechnical report and theconstruction documents prepared by theregistered design pro­fessional shall be used to determine compliance.

.:. Helical piles are manufactured items. They are in­stalled by rotating into the ground. As with other typesof deep foundation elements, special inspection mustbe provided during their installation.

STRUCTURAL TESTS AND SPECIAL INSPECTIONS

1704.11 Vertical masonry foundation elements. Specialinspection shall be performed in accordance with Section1704.5 for vertical masonry foundation elements.

.:. This section applies to elements that are defined as"Foundation piers" in Chapter 21 and it refers the codeuser to the inspections that are required for masonryconstruction.

1704.12 Sprayed fire-resistant materials. Special inspec­tions for sprayed fire-resistant materials applied to floor, roofand wall assemblies and structural members shall be in accor­dance with Sections 1704.12.1 through 1704.12.6. Specialinspections shall be based on the fire-resistance design as des­ignated in the approved construction documents. The tests setforth in this section shall be based on samplings from specificfloor, roof and wall assemblies and structural members. Spe­cial inspections shall be performed after the rough installationof electrical, automatic sprinkler, mechanical and plumbiugsystems and suspeusion systems for ceilings, where applicable.

.:. Section 704.13 contains code requirements for the ap­plication of sprayed fire-resistant materials (SFRM).The application must be in accordance with the termsand conditions of the listing and the manufacturer's in­structions. The special inspection of SFRM verifiesthat the requirements for thickness, density and bondstrength that are specified in the design have beensatisfied by the actual installation. These inspectionsare to be performed after the rough installation of me­chanical, electrical, plumbing, automatic sprinkler sys­tems and ceiling suspension systems.

TABLE 1704.8REQUIRED VERIFICATION AND INSPECTION OF DRIVEN DEEP FOUNDATION ELEMENTS

VERIFICATION AND INSPECTIONTASK CONTINUOUSDURINGTASK LISTED PERIODICALLY DURINGTASK LISTED

I. Verifyelement materials, sizes and lengths complywiththerequirements. X -

2. Determine capacities of testelements and-conduct additionalloadtests, as required. X -

3. Observe driving operations and maintain completeandaccurate records for eachelement. X -

4. Verifyplacement locations and plumbness, confirm typeandsize of hammer, record number of blows perfoot ofpenetration, determine required penetrations to achievedesign X -capacity, record tip and buttelevations and documentanydamage to foundation element.

5. Forsteel elements, perform additional inspections inaccordance withSection 1704.3. - -

6. ForConcrete elements and concrete-filled elements, performadditional inspections in accordance with Section 1704.4. - -

7. Forspecialty elements, perform additional inspections asdetermined by theregistered designprofessional in - -responsible charge.

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STRUCTURAL TESTS AND SPECIAL INSPECTIONS

TABLE 1704.9REQUiRED VERiFiCATION AND INSPECTION OF CAST-iN-PLACE DEEP FOUNDATION ELEMENTS

VERIFICATION AND INSPECTION TASK CONTINUOUS DURINGTASK LISTED PERIQDICALLY DURINGTASK LISTED

1. Observe drilling operations and maintain complete andaccurate records foreachelement. X -

2. Verifyplacement locations and plumbness, confirm elementdiameters, bell diameters (if applicable), lengths, embedment

Xinto bedrock (if applicable) and adequate end-bearing strata -

capacity. Record concrete orgrout volumes.

3. Forconcrete elements, perform additional inspections inaccordance with Section 1704.4. - -

1704.12.1 Physical and visual tests. The special inspectionsshall iuclude the following tests and observations to demon­stratecompliancewiththe listing andthe fire-resistance rat­ing:

1. Condition of substrates.

2. Thickness of application.

3. Density in pounds per cubic foot (kg/m").

4. Bond strength adhesion/cohesion.

5. Condition of finished application.

.:. To verify that an SFRM performs as intended, certainconditions are required to be met. The verifications in­clude: substrate conditions; thickness and density ofmaterial, as weli as the condition of the finished appli­cation. Section 704.13 states the substrate conditionand finished condition requirements.

1704.12.2 Structural memher surface couditions. The sur­faces shall be prepared in accordance with the approvedfire-resistance design and the written instrnctions of approvedmanufacturers. The prepared surface of strnctural members tobe sprayed shall be inspected before the application of thesprayed fire-resistant material.

.:. The integrity of an SFRM system depends on the con­ditions of the surface of the steel member to which it isto be applied. The system must be fully adhered to thesurface for proper performance, in accordance withdesign values. See Section 704.13.3.1 for require­ments related to the substrate surface conditions.

1704.12.3 Application. The substrate shall have a minimumambient temperature before and after application as specifiedin thewritten instructions of approved manufacturers. Theareafor application shall be veutilated during and after applicationas required by the writteninstrnctions of approved manufactur­ers.

.:. During appiication of SFRMs, and immediateiy there­after during cure of the materiai, several items mustbe controlled, includlnq the ambient temperature dur­ing the application and temperature of the substrateand the SFRMs.·Temperature control is important todetermine that the necessary chemical reactionsneeded to make a particular materiai bond to the steelsurfaces and hold together do, in fact, happen. The

17·18

minimum or maximum temperatures necessary forproper bond and cure depend on the specific type ofmaterial (see Section 704.13.4 for more information).The scope of the special inspection also includes ver­ification of the proper ventHation during application,as well as for curing.

1704.12.4 Thickness. No more than 10 percent of the thick­ness measurements of the sprayed fire-resistant materialsapplied to floor, roof and wall assemblies and strnctural mem­bers shall be less than the thickness reqnired by the approvedfire-resistance design, but in no case less than the minimumallowable thickness required by Section 1704.12.4.1.

.:. For the system to provide the required design fire-resis­tance rating, it must be applied at the appropriatethick­ness. This section estabiishes an acceptable percent­age of thickness readings that can fall beiow thespecified design value, provided none of these read­ings are less than the minimum established in Section1704.12.4.1. These iimitations on the thickness mea­surements are intended to provide a high confidencelevei that the installed material meets, or exceeds, thedesign requirements.

1704.12.4.1 Minimum allowable thickness. For design thick­nesses I inch (25 nun) or greater, the minimum allowable indi­vidual thickness shall be the design thickness minus '/, inch(6.4 nun). For design thicknesses less than I inch (25 nun), theminimum allowable individual thickness shall be the designthickness minus 25 percent. Thickness shall be determined inaccordance with ASTM E 605. Samples of the sprayedfire-resistant materials shall be selected in accordance withSections 1704.12.4.2 and 1704.12.4.3.

.:. This requirement prevents the combination ofvery thinreadings with thicker readings in order to show compli­ance. The required sampling provided for floor, roofand wall assemblies in Section 1704.12.4.2 and struc­tural members in Section 1704.12.4.3 is based onASTM E 605 with some modifications. This standardalso provides testing methods that are commonlyused by the industry.

1704.12.4.2 Floor, roof aud wall assemblies. The thicknessofthe sprayed fire-resistant material applied to floor, roof andwall assemblies shall be determined in accordance withASTM E 605, making not less than four measurements for

2009 INTERNATIONAL BUILDING COD~ COMMENTARY

each 1,000squarefeet (93 m-) of thesprayed area in each storyor portion thereof.

.:. Sampling of an SFRM for membrane components(floors, roofs or walls) is based on the square footageof the components. The number of samples is in­creased in the code by using a sampling area of every1,000 square feet (93 m2) rather than 10,000 squarefeet (929 m2) as is specified in ASTM E 605. This is in­tended to provide a higher level of confidence in theperformance of the installed assembly.

1704.12.4.2.1 Cellular decks. Thickness measurements shallbe selectedfrom asquare area, 12inchesby 12inches (305 mmby 305 mm) in size. A minimum offour measurementsshall bemade, located symmetrically within the square area.

•:. This section is consistent with the procedure in ASTME 605 for flat decks.

1704.12.4.2.2 Fluted decks. Thicknessmeasurementsshall beselectedfrom asquare area, 12inchesby 12inches (305 mm by305 mm) in size. A minimum of four measurements shall bemade, located symmetrically within the square area, includiugone each of the following: valley, crest and sides. The averageof the measurements shall be reported.

.:.This section is consistent with the procedure in ASTME 605 for fluted decks.

1704.12.4.3 Structural members. The thickness of thesprayed fire-resistant material applied to structural membersshall be determined in accordance with ASTM E 605. Thick­ness testing shall be performed on not less than 25 percent ofthe structural members on each floor.

•:. Sampling ofthe SFRM for structural elements is basedon the square footage of each floor. Sample size andnumber of elements represented are based on ASTME 605.

1704.12.4.3.1 Beams and girders. At beams and girdersthicknessmeasurementsshallbe made at ninelocations aroundthe beam or girder at each end of a 12-inch (305 mm) length.

.:.This section is consistent with the procedure in ASTME 605 for beams.

1704.12.4.3.2 Joists and trusses. At joists and trusses, thick­nessmeasurements shallbemadeatsevenlocations around thejoist or truss at each end of a 12-inch (305 mm) length.

.:. This section is consistent with the procedure in ASTME 605 for joists.

1704.12.4.3.3 Wide-flanged columns. At wide-flanged col­umns, thickness measurements shall be made at 12 locationsaroundthecolumn ateach end of a 12-inch (305mm)length.

.:.This section is consistent with the procedure in ASTME 605 for columns.

1704.12.4.3.4 Hollow structural section and pipe columns.At hollow structural section and pipe columns, thickness mea-

2009 INTERNATIONAL BUILDING CODE'" COMMENTARY

STRUCTURAL TESTS AND SPECIAL INSPECTIONS

surements shallbemade ataminimumof four locations aroundthe column at each end of a 12-inch (305 mm) length.

•:. This section provides guidance for the thickness sam­pling of hollow structural sections that is not providedin ASTM E605.

1704.12.5 Density. The density of the sprayed fire-resistantmaterial shall not be less than the density specified in theapproved fire-resistance design. Density of the sprayedfire-resistant material shall be determined in accordance withASTM E 605. The test samples for determining the density ofthe sprayedfire-resistantmaterialsshallbe selectedas follows:

1. From each floor, roof and wall assembly at the rate ofnot less than one sample for every 2,500 square feet(232m') or portiou thereof of thesprayed area in eachstory .

2. From beams, girders, trusses and columns at the rateof not less than one sample for each type of structuralmember for each 2,500 square feet (232 m2) of floorarea or portion thereof in each story.

.:.The density of an SFRM will have an impact on thefire-resistance rating of the system; therefore, it is im­portant that the density of the material be measured toverify that the product is as designed. The sampling re­quirements differ from those for thickness measure­ments. The required method of determining density isprovided in ASTM E 605, but the sample size is basedon a sampling area of every 2,500 square feet (232m2) rather than 10,000 square feet (929 m2) , as isspecified in ASTM E 605. This is intended to provide ahigher level of confidence in the performance of thefinished assembly.

1704.12.6 'Bond strength. The cohesive/adhesive bondstrength of the cured sprayed fire-resistant material applied tofloor, roof and wall assemblies and structural members shallnot be less than 150pounds per square foot (psf) (7.18kN/m').The cohesive/adhesive bond strength shall be determined inaccordancewith the field test specifiedin ASTME 736 by test­ing in-place samples of the sprayed fire-resistant materialselected in accordance with Sections 1704.12.6.1 through1704.12.6.3.

.:. The adhesion of a sprayed-on material is critical to itsperformance. This is the key factor in minimizing thechances of the material becoming dislodged. A mini­mum cohesive/adhesive bond strength of 150 poundsper square foot (psf) (7.18 kN/m2) is required in thissection based on the American Institute of Architects(AlA) Master Specification and the recommendationsofthe General Services Administration (GSA) for dura­bilityand serviceability of the material. While this mini­mum bond strength may be generally suitable, notethat Section 403.2.4 provides more stringent require­ments that apply to high-rise buildings, where the con­sequences of dislodged materials can be muchgreater.

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STRUCTURAL TESTS AND SPECIAL INSPECTIONS

1704.12.6.1 Floor, roofand wall assemblies. The test samplesfor determining the cohesive/adhesive bond strength of thesprayed fire-resistaot materials shall be selected from eachfloor, roof aod wall assembly at the. rate of not less than onesample for every 2,500 square feet (232 m2) of the sprayed areain each story or portion thereof.

•:. The sampling rate for bond in this seclion matches thesampling rate for determining density..

1704.12.6.2 Structural members. The test samples for deter­mining the cohesive/adhesive bond strength of the sprayedfire-resistant materials shall be selected from beams, girders,trusses, columns aod other structural members at the rate of notless than one sample for each type of structural member foreach 2,500 squarefeet (232 m2) of floor area or portion thereofin each story.

.:. The bond strength sampling rate in this section is thesame as that indicated in Section 1704.12.5 for deter­mining density.

1704.12.6.3 Primer, paint and encapsulant bond tests. Bondtests to qualify a primer, paint or encapsulaot shall be con­ducted when the sprayed frre-resistaot material is applied to aprimed, painted or encapsulated surface for which acceptablebond-strength performaoce between these coatings aod thefire-resistaot material has not been determined. A bondingagent approved by the SFRM maoufacturer shall be applied toa primed, painted or encapsulated surface where the bondstrengths are found to be less than required values.

.:. The in-place adhesion of SFRM can be reduced by afactor of 10 when applied over certain primers as op­posed to the adhesion obtained by the rated materialapplied on bare, clean steel. Where the listing doesnot consider application over such materials, then itsbond strength must be determined as described in thissection. It is necessary to apply a bonding agent whenthe bond strength is less than required due to the ef­fect of an encapsulated, painted or primed surface.Also see Section 704.13.3.2 for additional conditionson application of the SFRM.

1704.13 Mastic and intumescent fire-resistant coatings.Special inspections for mastic and intumescent fire-resistantcoatings applied to structural elements aod decks shall be inaccordance with AWe] 12-B. Special inspections shall bebased on the fire-resistaoce design as designated in theapproved construction documents.

.:. Special inspection of mastic and intumescentfire-resistant coatings is justified because these prod­ucls are often complex systems that require specialexpertise from applicators and quality assurance per­sonnel. It is essential to confirm that their installation isin accordance with the manufacturer's instructionsand the terms of their listing so that they will perform asexpected.

17-20

1704.14 Exterior insulation and finish systems (ElFS). Spe­cial inspections shall be required for all EIFS applications.

Exceptions:

1. Special inspections shall not be required for EIFSapplications installed over a water-resistive barrierwitha means of draining moisture to theexterior.

2. Special inspections shall not be required for EIFSapplications installed over masonry or concrete walls.

.:. Special inspections are required for all exterior insula­tion and finish system (EIFS) installations except forthe two exceptions in this section. Exception 1 recog­nizes that EIFS, which are installed over a water-resis­tive barrier and incorporate fiashings at penetrationsand terminations, and a means of drainage to the exte­rior, afford a built-in redundancy to water penetrationthat makes the need for special inspections less criti­cal.

Exception 2 recognizes that concrete and masonrysubstrates are relatively durable and the exposure tomoisture in wall conditions does not necessarily havea detrimental effect on these materials.

1704.14.1 Water-resistive harrier coating. A water-resistivebarriercoating complying with ASTM E 2570 requires specialinspection ofthe water-resistive barrier coating wheninstalledover a sheathing substrate.

.:.Where an EIFS is utilized in residential occupancies ofType V construction, an EIFS with drainage is requiredby Chapter 14. This specific type of system incorpo­rates a means of drainage applied over a water-resis­tive barrier and Chapter 14 allows a water-resistivebarrier coating complying with ASTM E 2570 as an op­tion. This section requires special inspection of thatbarrier coating.

1704.15 Special cases. Special inspections shall be requiredfor proposed work that is, in the opinion ofthe building official,unusual in its nature, such as, but not lintited to, the followingexamples:

1. Construction materials aod systems that are alternativesto materials and systems prescribed by this code.

2. Unusual design applications of materials described inthis code.

3. Materials aod systems required to be installed in accor­dance with additional maoufacturer's instructions thatprescribe requirements not contained in this code or instaodards referenced by this code.

.:. This section requires special inspections for proposedwork that is unique and not specifically addressed inthe code or standards referenced by the code. For ex­ample, a designer chooses to utilize a new type ofwood-laminated beam system in lieu of standard steel

2009 INTERNATIONAL BUILDING CODE'" COMMENTARY

beam construction. Because the laminated beam is anew product, the inspector must rely on load tables,connection details and bearing length charts from themanufacturer, provided that the system is prevlouslyapproved for installation by the building official.

[F] 1704.16 Special inspection for smoke control. Smokecontrol systems shall be tested by a special inspector.

.:.Because smoke control systems are unique and com­plex life safety systems, this section requires that allsmoke control systems be tested by specialinspection.

[F] 1704.16.1 Testing scope. The test scope shall be as fol­lows:

I. Dnring erection of dnctwork and prior to concealmentfor the purposes of leakage testing and recording ofdevicelocation.

2. Prior to occupancy and after sufficient completion forthe purposes ofpressure difference testing, flow mea­surements and detection and control verification.

.:. Special inspections need to occur at two differentstages during the installation of a smoke control sys­tem. The first round of special inspections occurs be­fore concealment of the ductwork or fire protection ele­ments. At this stage, the special inspector needs toverify that duct leakage is.in accordance with Section909.10.2. Additionally, the location of all fire protectiondevices needs to be verified and documented at thistime. The second round of special inspections occursjust prior to occupancy in order to more closely repli­cate the conditions under which the system must oper­ate. The inspections include the verification of pres­sure differences across smoke barriers as required inSections 909.5.1 and 909.18.6, the verification of ap­propriate volumes of airfiow as noted in the design,and finally the verification of the appropriate operationof the detection and control mechanisms as requiredin Sections 909.18.1 and 909.18.7 (see Section909.18.8.3 for report requirements).

[F] 1704.16.2 Qualifications. Special inspection agencies forsmoke control shall have expertise in fire protection engineer­ing, mechanical engineering and certification as air balancers.

.:. This provision establishes. a certain level of qualifica-tions for the inspection of smoke control systems thatwould include the need for expertise in fire protectionengineering, mechanical engineering and certificationas air balancers.

SECTION 1705STATEMENT OF SPECIAL INSPECTIONS

1705.1 General. Where special inspection or testing isrequired by Section 1704, 1707 or 1708, the registered designprofessional in responsible charge shall prepare a statement of

2009 INTERNATIONAL BUILDING CODE" COMMENTARY

STRUCTURAL TESTS AND SPECIAL INSPECTIONS

special inspections in accordance with Section 1705 forsubmittal by the applicant (see Section 1704.1.1).

.:. Section 1705 outlines the requirements of the basicstatement of special Inspections as well as the addedrequirements for seismic and wind resistance, arrang­ing them in logical order. The intent is to document therequired inspections and testing in order to foster asystematic approach that helps to achieve the goal ofa finished structure that meets or exceeds the mini­mum performance expectations.

1705.2 Content of statement of special inspections. Thestatement of special inspections shall identify the following:

I. The materials, systems, components and work requiredto have special inspection or testing by the building offi­cial or by the registered design professional responsiblefor each portion of the work.

2. The type and extent of each special inspection.

3. The type and extent of each test.

4. Additional requirements forspecial inspection ortestingfor seismic or wind resistance as specified in Section1705.3, 1705.4, 1707 or 1708.

5. For each type of special inspection, identification as towhether it will be continuous special inspection orperi­odicspecialinspection.

.:.This section details the areas to be addressed in thestatement of special inspection. It requires a list of ma­terials and work subject to speciai inspection, thetypes ofinspections and inspection frequency.

1705.3 Seismic resistance. The statement of special inspec­tions shall include seismicrequirements for cases covered inSections 1705.3.1 through 1705.3.5.

Exception: Seismic requirements are permitted to beexcluded from the statementof special inspections for struc­tures designed and constructed in acc.ordance with the fol­lowing:

1. The structure consists oflight-frame construction; thedesign spectral response acceleration at short periods,SDS' as determined in Section 1613.5.4, does notexceed 0.5g; and the height of the structure does notexceed 35 feet (10 668 nun) above grade plane; or

2. The structure is constructed using a reinforcedmasonry structural system or reinforced concretestructural system; the design spectral response accel­eration at short periods, SDS' as determined in Section1613.5.4, does not exceed 0.5g, and the height of thestructure does not exceed 25 feet (7620 nun) abovegrade plane; or

3. Detached one- or two-family dwellings not exceedingtwo stories above grade plane, provided the structuredoes not have any of the following plan or vertical

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STRUCTURAL TESTS AND SP.ECIAL INSPECTIONS

irregularities in accordance with Section 12.3.2 ofASCE7:

3.1.Torsioual irregularity.

3.2. Nonparallel systems.

3.3. Stiffness irregnlarity-extreme soft story andsoft story.

3.4. Discontinuity in capacity-weak story.

.:.This section provides inspection requirements forseismic-force-resisting systems, nonstructural com­ponents and designated seismic systems.

The exceptions to including these additional seismicrequirements in the statement of special inspectionsapply to light-frame construction with a height nogreater than 35 feet (10 668 mm) above grade planethat has a reiatively low seismic risk (80 S does not ex­ceed 0.50g), or structures constructed of reinforcedmasonry not more than 25 feet (7620 mm) abovegrade plane that are located in areas of low seismicrisk (80 S does not exceed 0.50g).

Exception 3 applies to detached one- or two-familydwellings not exceeding two stories above gradeplane. The exception is also limited to those structuresthat do not have any of the following irregularities: tor­sional irregularity; extreme torsional irregularity; non­parallei systems; stiffness irregularity (soft story); stiff­ness irregularity (extreme soft story) or discontinuity incapacity (weak story). It is important to emphasize thatthis exception is for the inclusion of additional specialinspections, not for the design of the structure in ac­cordance with the requirements of the code.

1705.3.1 Seismic-foree-resisting systems. The seismic­force-resisting systems in structures assigned to SeismicDesign Category C, D, E or F, in accordance with Section 1613.

Exception: Requirements for the seismic-force-resistingsystem are permitted to be excluded from the statement ofspecialinspections for steel systems in structures assignedto Seismic Design Category C that are not specificallydetailed for seismic resistance, with a response modifica­tion coefficient, R, of3 or less, excluding cantilever columnsystems .

•:. This section provides inspection requirements forseismic-force-resisting systems. Where the risk ofearthquake damage is elevated, the seismic provi­sions of the code introduce additional quality assur­ance measures with the intention of verifying that con­struction is in accordance with the construction doc­uments.

This section makes a general reference to SeismicDesign Category (SOC) C, and higher, for seis­mic-force-resisting systems, because many of thestructurai systems that are required utilize special de­tailing. However, the general requirement does notre­fiect the allowance in Section 2205.2.1 for steel sys­tems not specifically detailed for seismic resistance.The exception recognizes that buildings classified asSOC C may use a seismic system that is designed us­ing a response coefficient, R =3. This recognizes the

17·22

inherent ductility of these structures that are permittedto be constructed in accordance with AISC 360 (i.e.,not detailed in accordance with the provisions of AISC341). Since these construction details and connec­tions are the same as would be used in any steei build­ings following AISC 360, no additional inspection ortesting should be required beyond that applied to typi­cal steei buildings in Section 1704.3.

1705.3.2 Designated seismic systems. Designated seismicsystems in structures assigned to Seismic Design Category D, EorF.

.:.This section provides inspection requirements for"designated seismic systems" (see definition in Sec­tion 1702.1). Thus for SOC 0, and higher, where therisk of earthquake damage is elevated, the seismicprovisions of the code introduce additional quality as­surance measures with the intention of verifying thatconstruction is in accordance with the constructiondocuments.

1705.3.3 Seismic Design Category C. The following addi­tionalsystems and components in structures assignedto Seis­mic Design Category C:

1. Heating, ventilating and air-conditioning (HVAC)ductwork containing hazardous materials andanchorage of such ductwork.

2. Piping systems and mechanical units containingflammable, combustible or highly toxic materials.

3. Anchorage of electrical equipment used for emer­gency or standby power systems.

.:. This section provides inspection requirements for vari­ous electrical and mechanical components. Failures ofthese components and systems have been well docu­mented in past earthquakes, as illustrated in Figures1705.3.3(1) and 1705.3.3(2).

Figure 1705.3.3(1)EARTHQUAKE·INDUCED FAILURE OF

DUCTWORK SUPPORTS

2009 INTERNATIONAL BUILDING CODE" COMMENTARY

Figure 1705.3.3(2)FALLEN DUCTWORK CAUSED BY SUPPORT FAILURE

1705.3.4 Seismic Design Category D. The following addi­tional systems and components in structures assigned to Seis-mic Design Category D: .

1. Systems reqnired for Seismic Design Category C.

2. Exterior wall panels and their anchorage.

3. Suspended ceiling systems and their anchorage.

4. Access floors and their anchorage.

5. Steel storage racks and their anchorage, where theimportance factor is equal to 1.5 in accordance with Sec­tion 15.5.3 of ASCE 7.

•:. For SDC D structures, this section introduces specialinspection for various architecturai components.

1705.3.5 Seismic Design Category E or F. The followingadditional systems and components in structures assigned toSeismic Design Category E or F:

1. Systems reqnired for Seismic Design Categories C andD.

2. Electrical equipment.

.:. In addition to the inspections required for SDC C andD, this section adds inspections for all electrical equip­ment.

1705.3.6 Seismic requirements in the statement of specialinspections. When Sections 1705.3 through 1705.3.5 specifythat seismic requirements be included, the statement of specialinspections shall identify the following:

1. The designated seismic systems and seismic­force-resisting systemsthataresubjectto special inspec­tions in accordance with Sections 1705.3 through1705.3.5.

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STRUCTURAL TESTS AND SPECIAL INSPECTIONS

2. The additional special inspections and testing to be pro­vided as required by Sections 1707 and 1708 and otherapplicable sections of this code, including the applicablestandards referenced by this code.

•:. The important items to be subjected to these addedspeciai inspections must be clearly identified alongwith the inspections and tests for seismic resistancerequired by Sections 1707 and 1708.

1705.4 Wind resistance. The statement of special inspectionsshall include wind requirements for structures constructed inthe following areas:

1. In wind Exposure Category B, where the 3-second-gustbasic wind speed is 120 milesper hour (mph) (52.8 mls) orgreater.

2. In wind Exposure Category C or D, where the 3-second­gust basic wind speed is no mph (49 mls) or greater.

•:. Where the risk of wind damage is elevated, the coderequires added speciai inspections for key structuralcomponents.

1705.4.1 Wind requirements in the statement of specialinspections. When Section 1705.4 specifies that wind require­ments be included, the statement of special inspections shallidentify the main wind-farce-resisting systems andwind-resisting components subject to special inspections asspecified in Section 1705.4.2.

.:. The wind hazard threshoids established in Section1705.4 identify the conditions that warrant additionalinspections to provide for wind resistance. As a mini­mum, these wind-resistance inspections must coverthe items that are listed in Section 1704.5.2.

1705.4.2 Detailed requirements. The statement of specialinspections shall include at least the following systems andcomponents:

I. Roof cladding and roof framing connections.

2. Wall connections to roof and floor diaphragms and fram­ing.

3. Roof and floor diaphragm systems, including collectors,drag struts and boundary elements.

4. Vertical wind-force-resisting systems, including bracedframes, moment frames and shear walls.

5. Wind-farce-resisting system connections to the founda­tion.

6: Fabrication and installation of systems or componentsrequired to meet the impact-resistance requirements ofSection 1609.1.2.

Exception: Fabrication of manufactured systems orcomponents that have a label indicating compliance withthe wind-load and impact-resistance requirements of thiscode.

•:. This section lists the structural elements that are criti­cal towind performance and are therefore subjected tothese additional special inspections. The exceptionexempts manufactured components and assemblies

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STRUCTURAL TESTS AND SPECIAL INSPECTIONS

that are labeled as complying with the required windload and impact resistance.

SECTION 1706SPECIAL INSPECTIONS FOR

WIND REQUIREMENTS

1706.1 Special inspections for wind requirements, Specialinspections itemized in Sections 1706.2 throngh 1706.4, unlessexempted by the exceptions to Section 1704.1, are required forbuildings and structures constructed in the following areas:

I. In wind Exposure Category B, where the 3-second-gustbasic wind speed is 120 miles per hour (52.8 mlsec) orgreater.

2. In wind Exposure Categories C or D, where the 3-sec­and-gust basic wind speed is 110 mph (49 mlsec) orgreater.

.:. This section contains the required additional specialinspections in areas that experience higher windforces. The list of items that need the additional specialinspections is related to the general requirement inSection 1705.4. This section focuses on the specificareas of concern with respect to wind resistance ratherthan duplicating that iist.

1706.2 Structural wood. Continuous special inspection isrequired during field gluing operations of elements of the mainwindforce-resisting system. Periodic special inspection isrequired for nailing, bolting, anchoring and other fasteuing ofcomponents within the main windforce-resisting system,including wood shear walls, wood diaphragms, drag struts,braces and hold-downs.

Exception: Special inspection is not required for woodshear walls, shear panels and diaphragms, including uailing,bolting, anchoring and other fastening to other componentsof the main windforce-resisting system, where the fastenerspacing of the sheathing is more than 4 inches (102 mm) oncenter.

•:. The risk of damage in buildings having main windforce-resisting systems that are constructed of woodwarrants additional special inspections.

1706.3 Cold-formed steel light-frame construction. Peri­odic special inspection is required during welding operationsof elements of the main windforce-resisting system. Periodicspecial inspection is required for screw attachment, bolting,anchoring and other fasteuing of components within the mainwindforce-resisting system, including shear walls, braces, dia­phragms, collectors (drag struts) and hold-downs.

Exception: Special inspection is not required for cold­formed steellight-frarne shear walls, braces, diaphragms,collectors (drag struts) and hold-downs where either of thefollowing apply:

I. The sheathing is gypsum board or fiberboard.

2. The sheathing is wood structural panel or steel sheetson only one side of the shear wall, shear panel or dia­phragm assembly and the fastener spacing of the

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sheathing is more than 4 inches (102 mm) on center(o.c.) .

•:. The risk of damage in buildings having main wind­force-resisting systems that are constructed ofcold-formed steel warrants additional special inspec­tions.

1706.4 Wind-resisting components. Periodic special inspec­tion is required for the following systems and components:

I. Roof cladding.

2. Wall cladding.

.:. The hazard addressed by this section is the claddingon buildings and structures in areas expected to expe­rience higher wind forces. Damage to bUildings due tohigh wind forces often begins with a failure of the clad- .ding system, which in turn exposes the main wind­force-resisting system to forces that this system is typi­cally not designed to withstand, as well as the effectsof wind-driven rain. Wind-driven rain damage occursto building interiors when roof coverings are blown off,windows are broken or other parts of the structure fail.These are major causes of insurance claims. Whilesuch damage is not necessarily life-threatening to theoccupants, it does result in costly repairs and renova­tions. Estimates from Hurricane Andrew, for example,indicate that water damage was responsible forroughly 60 percent of the insured losses.

SECTION 1707SPECIAL INSPECTIONS FOR

SEISMIC RESISTANCE

1707.1 Special inspections for seismic resistance. Specialinspections itemized in Sections 1707.2 through 1707.9, unlessexempted by the exceptions of Section 1704.1, 1705.3, or1705.3.1, are required for the following:

1. The seismic-force-resisting systems in structuresassigned to Seismic Design Category C, D, E or F, asdetermined in Section 1613 .

2. Designated seismic systems in structures assigned toSeismic Design Category D, Ear F.

3. Architectural, mechanical and electrical components instructures assigned to Seismic Design Category C, D, Eor F that are required in Sections 1707.6 and 1707.7.

.:. The added special inspection requirements in this sec­tion are an important consideration in carrying out theintent of the seismic provisions of the code. A certainamount of inelastic behavior is inherent in a building'sresponse to the design earthquake. Strong groundshaking caused by earthquakes tends to expose anyunderlying flaws in a buildlnq's construction or design.Thus, the code specifies additional special inspectionsof various structural and nonstructural components forseismic resistance in order to provide further verifica­tion that these portions of the finished structure will bein accordance with the construction documents. It isimperative that the professional who designs systems

2009 INTERNATIONAL BUILDING CODE"' COMMENTARY

that are critical to the earthquake performance alsoidentifies them and specifies the necessary inspectionand testing.

Item 1 states the seismic risk threshold for seis­mic-force-resisting systems. The inspections of itemsdescribed in Sections 1707.2 through 1707.4 wouldapply to these structures. Item 2 covers designatedseismic systems that are nonstructural componentsand systems that are assigned an importance factorgreater than 1. The only inspections that apply specifi­cally to designated seismic systems are given in Sec­tion 1707.8, but other requirements, such as those inSection 1707.7 for mechanical and electrical compo­nents in general, would also be applicable where thecomponent is given an importance factor greater than1. Item 3 states the SDCs for architectural compo­nents in Section 1707.6 and for electrical and mechan­ical components in -Section 1707.7. Note that theSDCs in Sections 1707.6 and 1707.7 do not alwayscoincide with those In Item 3. Since Item 3 is a generalstatement, the more specific SDCs for the variousitems in Sections 1707.6 and 1707.7 should befollowed.

1707.2 Structural steel. Special inspection for structural steelshall be in accordance with the quality assurance plan require­ments of AISC 341.

Exceptions:

I. Special inspections of structural steel in structuresassigned to Seismic Design Category C that are notspecifically detailed for seismic resistance, with aresponse modification coefficient, R, of 3 or less,excluding cantilever columnsystems.

2. For ordinary moment frames, ultrasonic and mag­netic particle testing of complete joint penetrationgroove welds are only required for demand criticalwelds.

-:-Section 1707.1 requires the special inspection ofseismic-force-resisting systems of structures classi­fied as SDC C, D, E or F. This section specifically re­quires continuous special inspection of the structuralwelding in accordance with AISC 341 (with two excep­tions). Also note that Section 2205.2.2 requires struc­tural steel seismic-force-resisting systems to be in ac­cordance with AISC 341 for SDC D, E or F structures.

Section 1707.1 makes a general reference to SDCC and higher for seismic-force-resisting systems be­cause many of the structural systems that are requiredutilize special detailing. However, the general require­ment does not refiect the allowance in Section2205.2.1 for steel systems not specifically detailed forseismic resistance. Exception 1 recognizes that build­ings classified as SDC C may use a seismic systemthat is designed using a response coefficient, R =3.This recognizes the inherent ductility of these struc­tures that are permitted to be constructed in accor­dance with AISC 360 (i.e., not detailed in accordancewith the provisions of AISC 341). As these construc­tion details and connections are the same as would be

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STRUCTURAL TESTS AND SPECIAL INSPECTIONS

used in any steel buildings following AISC 360, no ad­ditional inspection or testing should be requiredbeyond that applied to typical steel buildings in Section1704.3.

1707.3 Structural wood. Continuous special inspection isrequired during field gluing operations of elements of the seis­mic-foree-resisting system. Periodic special inspection isrequired for nailing, bolting, anchoring and other fastening ofcomponents within the seismic-force-resisting system, includ­ing wood shear walls, wood diaphragms, drag struts, braces,shear panels and hold-downs.

Exception: Special inspection is not required for woodshear walls, shear panels and diaphragms, including nailing,bolting, anchoring and other fastening to other componentsof the seismic-foree-resisting system, where the fastenerspacing of the sheathing is more than 4 inches (102 mm) oncenter (o.c.).

-:-Continuous special inspection of field gluing opera­tions of structural wood is required, while speciai in­spection of fastenings of components within the seis­mic-force-resisting system is required on a periodicbasis. Since special inspection should only be neces­sary for complex, highly loaded systems, an exceptionwaives the special inspection of fastening in shearwalls and diaphragms that are lightly loaded. Lowerdesign loads mean these elements will have less strin­gent requirements for bolting, anchoring and fasten­ing. The building official who is already inspecting thesheathing will also inspect' fastening in these in­stances. Rather than being based on the component'sdesign shear, the exception is based on the sheathingfastener spacing as a more practical threshold. Allthings being equal, as the fastener spacing decreasesthe component's design load is higher and the tighterspacing increases the potential for splitting framingmembers. The latter concern is a quality issueassociated primarily with nailing.

1707.4 Cold-formed steel light-frame construction. Peri­odic special inspection is required during welding operationsof elements of the seismic-force-resisting system. Periodicspecial inspection is required for screw attachment, bolting,anchoring and other fastening of components within the seis­mic-foree-resisting system, including shear walls,braces, dia­phragms, collectors (drag struts) and hold-downs.

Exception: Special inspection is not required forcold-formed steel light-frame shear- walls, braces, dia­phragms,collectors (drag struts) and hold-downs whereeither of the following apply:

I. The sheathing is gypsum board or fiberboard.

2. The sheathing is wood structural panel or steel sheetson only one side of the shear wall, shear panel or dia­phragm assembly and the fastener spacing of thesheathing is more than 4 inches (102 mm) o.c.

-:-Periodic speciai inspection is required for cold-formedsteel framing and its fastening.

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STRUCTURAL TESTS AND SPECIAL INSPECTIONS

1707.S Storage racks and access floors. Periodic specialinspection is required during the anchorage of access floorsand storage racks 8 feet (2438 mm) or greater in height in struc­tures assigned to Seismic Design Category D, E or F.

•:. The anchorage of storage racks and access floors instructures assigned to SOC 0, E or F requires periodicspecial inspection.

1707.6 Architectural components. Periodic special inspec­tion during the erection and fastening of exterior cladding, inte­rior and exterior nonbearing walls and interior and exteriorveneerin structures assigned to SeismicDesign CategoryD, Eor F.

Exceptions:

1. Special inspection is not required for exterior clad­ding, interior and exterior nonbearing wallsand inte­rior and exterior veneer 30 feet (9144 mm) or less inheight above grade or walking surface.

2. Special inspection is not required for exterior clad­ding and interior and exterior veneer weighing 5 psf(24.5 N/m') or less.

3. Special inspection is not required for interiornonbearing walls weighing 15 psf (73.5 N/m') or less.

.:.Although this section is titled architectural compo­nents, the requirements refer specifically to exteriorcladding, interior and exterior nonbearing walls, andinterior and exterior veneer. It follows that architecturalcomponents other than exterior cladding, interior andexterior nonbearing walls, and interior and exterior ve­neer are not subject to these inspections. It applies tononbearing walls, which are considered nonstructuralcomponents as opposed to bearing walls, which arestructural elements and are therefore subject to thespecial inspections required for the material used toconstruct the wall. Periodic special inspection of the in­stallation of the listed architectural components veri­fies that the intent of the design is carried out in thefield. The listed components are often supported at dif­ferent levels of a structure, meaning the componentand connection design must consider relative move­ments. Where connections are designed to allow forreiative displacements, verifying that the installation isin accordance with the construction documents is aprudent measure. The special inspectorshould verifythat the method of anchoring or fastening and thenumber, spacing and types of fasteners actually usedconform with the approved construction documents forthe component installed.

The first exception exempts construction that is notmore than 30 feet (9144 mm) above grade or above awalking surface. Exception 2 exempts cladding andveneer weighing 5 psf (24.5 N/m') or less from specialinspection. Exception 3 exempts 'interior nonbearingwalls, but not exterior nonbearing walls, weighing 15psf (73.5 N/m2) or less from special inspection. Re­stated, this section requires periodic special inspec­tion for the erection and fastening of exterior

17-26

nonbearing walls, cladding and veneer weighing monthan 5 psf (24.5 N/m2) and interior nonbearing wall,weighing more than 15 psf (73.5 N/m2 ) when any 0these components are installed more than 30 fee(9144 mm) above grade or a walking surface.

1707.7 Mechanical and electrical components. Speciainspection for mechanical and electrical equipment shall be afollows:

1. Periodic special inspection is required during the anchorage of electrical equipment for emergency or standbpowersystemsin structures assigned to Seismic Desig,Category C, D, E or F;

2. Periodic special inspection is required during the installation of anchorage of other electrical equipment istructures assigned to Seismic Design Category E or F

3. Periodic special inspection is required during installatioof piping systems intended to carry flammable, combostible or highly toxic contents and their associate,mechanical units in structures 'assigned to SeismiDesign Category C, D, E or F;

4. Periodic special inspection is required during the installation of HVAC ductwork that will contain hazardoumaterials in structures assigned to SeismicDesign Category C, D, E or F; and

5. Periodic special inspection is required during the installation of vibration isolation systems in structureassigned to Seismic Design Category C, D, E or F wherthe constructiondocumentsrequire a nominal clearancof II, inch (6.4 mm) or less between the equipment support frame and restraint.

.:. It is anticipated that the minimum requirements for mechanical and electrical components wili be compliewith when the special inspector is satisfied that thmethod of anchoring or fastening, and the numbespacing and types of fasteners actualiy used, corforms to the approved construction documents for thcomponents instalied. It is noted that such special irspection requirements are for selected electrical, ligh·ing, piping and ductwork components in SOC C, 0, Ior F.

Item 5 requires the inspection of vibration isolatiosystems where an optional lower clearance is specfied by the design. Typicaliy, vibration-isolated mechanical equipment requires an increased seismic design force. Note b ofTable 13.6-1 of ASCE 7 providean option to reduce this seismic design force on vlbrstion-isolated components and systems having a cleaiance of '1, inch (6.4 mm) or less between the equipment support frame and restraint. To confirm that thdesign intent is carried out in the field, isolated equkment instaliations that utilize a reduced clearance arsubject to special inspection.

1707.8 Designated seismic system verifications. The speci:inspector shallexamine designated seismicsystemsrequirinseismic qualification in accordance with Section 1708.4 an

2009 INTERNATIONAL BUILDING CODE'" COMMENTAR

verify that the label, anchorage or mounting conforms to thecertificate ofcompliance.

.:. The special inspector is required to verify that the com­ponent label, anchorage or mounting conforms to thecertificate of compliance.

1707.9Seismic isolation system. Periodic special inspectionis required during the fabrication and installation of isolatorunits andenergydissipationdevices thatarepart of theseismicisolation system.

.:.Seismic isolation units and energy dissipation devicesmust receive periodic special inspection during fabri­cation and installation. The appropriate threshold forrequiring such inspections would be that listed for seis­mic-force-resisting systems in Item 1 of Section1707.1.

SECTION 1708STRUCTURAL TESTING FOR

SEISMIC RESISTANCE

1708.1Testing and qualification for seismic resistance.Thetestingandqualification specifiedin Sections 1708.2through1708.5, unless exempted from special inspections by theexceptions of Section1704.1, 1705.3 or 1705.3.1 arerequiredas follows:

1. The seismic-force-resisting systems in structuresassigned to Seismic Design Category C, D, E or F, asdetermined in Section 1613shall meetthe requirementsof Sections 1708.2and 1708.3, as applicable.

2. Designated seismic systems in structures assigned toSeismic Design Category C, D, E or F subjectto thespe.cial certification requirements ofASCE 7 Section13.2.2are required to be tested in accordance with Section1708.4.

3. Architectural, mechanicaland electrical components instructures assigned to Seismic Design Category C, D, Eor F with an Ip = 1.0 arerequired to be tested in accor­dance with Section 1708.4 where the general designrequirements ofASCE 7 Section13.2.1,Item 2 for man­ufacturer's certification are satisfied by testing.

4. The seismic isolation system in seismically isolatedstructures shall meetthe testingrequirements of Section1708.5.

.:. This section specifies when material selsrnlc-resls­tance tests for seismic-force-reslsting systems anddesignated seismic systems are required. These re­quirements supplement the test requirements con­tained in the referenced standards given in other sec­tions of the code. The seismic provisions of the codeare frequently based on assumed material behavior.Material tests are key to verifying the quality of mate­rial that is used for certain seismic-resistant construc­tion.

Some inelastic behavior can be' anticipated in abuilding's response to the design earthquake. Strongground shaking caused by earthquakes tends to ex­pose any underlying flaws in a building's construction

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STRUCTURAL TESTS AND SPECIAL INSPECTIONS

or design. Thus, the code specifies testing of somestructural and nonstructural components as additionalverification that the seismic resistance provided in thefinished structure meets the intent of the design. It isimperative that the professional who designs systemsthat are critical to the earthquake performance alsoidentifies them and specifies the necessary testing inthe statement of special inspections.

Item 1 states the seismic risk threshold for seismic­force-resisting systems. The testing of items in Sec­tions 1708.2 and 1708.3 would apply to these struc­tures. Item 2 covers designated seismic' systems thatare nonstructural components and systems that areassigned an importance factor greater than 1. Thetesting applicable to designated seismic systems isgiven in Section 1708.4. Item 3 is somewhat redun­dant since there are no testing requirements for archi­tectural, electrical and mechanical components inSection 1708, other than the aforementioned desig­nated seismic system testing.

1708.2 Coucrete reinforcement. Where reinforcement com­plying with ASTM A 615 is usedto resistearthquake-inducedflexural and axial forces in special moment frames, specialstructural walls andcoupling beams connectingspecialstruc­tural walls, in structures assigned to Seismic Design CategoryB, C, D, E or F asdetermined in Section 1613,the reinforce­mentshall comply with Section21.1.5.2of ACT 318. Certifiedmill test reports shall be provided for each shipment of suchreinforcement. Where reinforcement complying with ASTMA 615 is to be welded, chemical tests shall be performed todetermineweldability in accordance with Section3.5.2ofACT318.

.:. Certified material test reports are required for rebar.When ASTM A 615 is used in special moment framesand shear walls, the testing requirements of Section21.1.2.5 of ACl318 must be used. Where ASTM A615rebar Is to be welded, a chemical analysis must be pro­vided to determine weldability of the steel in accor­dance with AWS D1.4.

1708.3Structural steel.Testingfor structural steel shall be inaccordance with the quality assurance plan requirements ofAISC 341.

Exceptions:

1. Testing for structural steel in structures assigned toSeismic Design Category C that arenot specificallydetailed for seismic resistance, with aresponse modi­fication coefficient, R, of 3 or less, excluding cantile­ver column systems.

2. For ordinary moment frames, ultrasonic and mag­netic particle testing of complete joint penetrationgroove welds are only required for demand criticalwelds.

.:. Structural steel must be tested as required by AISC341. Appendix Q of AISC 341 provides the user withthe minimum acceptable requirements for a quality as­surance plan that applies to the construction of weldedjoints, bolted joints and other details in the seismic-

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STRUCTURAL TESTS AND SPECIAL INSPECTIONS

force-resisting system. Where appropriate, the appen­dix references AWS 01.1 for specific acceptance crite­ria.

Section 1708.1 makes a generai reference to SOCC, and higher, for seismic-farce-resisting systems be­cause many of the structural systems that are requiredutilize special detailing. However, the general require­ment does not reflect the allowance in Section2205.2.1 for steel systems not specifically detailed forseismic resistance.

Exception 1 recognizes that buildings classified asSOC C may employ a seismic system that is designedusing a response coefficient, R =3. This recognizesthe inherent ductility of these structures that are per­mitted to be constructed in accordance with AISC 360(i.e., not detailed in accordance with the provisions ofAISC 341). As these construction details and connec­tions are the same as would be used in any steel build­ing following AISC 360, no additional inspection ortesting should be required beyond that applied to typi­cal steel buildings in Section 1704.3.

_Exception 2 is an interim step until the next edition ofAISC 341 addresses this issue. It clarifies testing forordinary steel moment frames. Only demand criticalwelds are of concern with regard to potential flaws incomplete joint penetration groove welds, because or­dinary moment frames undergo minimal inelasticstraining.

1708.4 Seismic certification of nonstructural components.The registered design professional shall state the applicableseismic certification requirements for nonstructural compo­nents and designated seismic systems 01} the construction doc­uments.

I. The manufacturer of each designated seismic systemcomponent subject to the provisions of ASCE 7 Section13.2.2 shall test or analyze the component and its mount­ing system or anchorage and submit a certificate ofcom­pliance for review and acceptance by the registereddesign professional responsible for the design of the des­ignated seismic system and for approval by the buildingofficial. Certification shall be based on an actual test on ashake table, by three-dimensional shock tests, by an ana­lytical method using dynamic characteristics and forces,by the use of experience data (i.e., historical data demon­strating acceptable seismic performance) or by more rig­orous analysis providing for equivalent safety.

2. Manufacturer's certification of compliance for the gen­eral design requirements ofASCE 7 Section 13.2.1 shallbe based on analysis, testing or experience data.

.:. The registered design professionai is required to spec- ­ify the applicable seismic qualification requirementson the construction documents for designated seismicsystems. This is necessary for the manufacturer whois required to provide a certificate of compliance. Af­fected mechanical and electrical components are re­quired to demonstrate seismic performance by testingor analytical methods. The intent of Item 1 is to verify

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the ability of critical equipment to not only surviveearthquake but also remain functional. This is acceplished by the special certification of designated ssmic systems.

All nonstructural components must comply with Igeneral design provisions of Section 13.2.1 of AS'7, which permits justification of components by pject-specific design or certification by the rnanunturer (through analysis, testing or experience datItem 2 is meant to clarify this intention.

A certificate of compliance for review and accetance is aiso required. The registered design profesional responsible must then review and accept tcertificate of compliance, and the building official mtapprove it. ICC Evaluation Service's Acceptance Cteria for Seismic .Qualification by Shake-table Testi,of Nonstructural Components and Systems (AC 15provides testing criteria that can be used to com>with this provision.

1708.5 Seismically isolated structures. For required systetests, see Section 17.8 of ASCE 7.

.:. The referenced section of ASeE 7 contains detaileprovisions for isolation system testing. This testirprovides effective stiffness and damping values to tused in the design of a seismically isolated structure.minimum of two full-size specimens must be tested feach proposed type and size of isolator. These prot,types are not to be used in the construction, unless afproved by both the registered design professionai anbuilding official.

SECTION 1709CONTRACTOR RESPONSIBILITY

1709.1 Contractor responsibility. Each contractor responsibleforthe construction ofamain wind- or seismic-force-resisting system, designated seismic system or a wind- aseismic-resisting component listed in the statement of speciainspections shall submit a written statement of responsibility t,the building official and the owner prior to the commencemenof work on the system or component. The contractor's statement of responsibility shall contain acknowledgement 0:

awareness of the special requirements contained in the state­ment of special inspection.

.:. The statement of contractor responsibility is requirecwherever the statement of special inspections in­cludes additional wind- or seismic-resistance inspec­tions. This statement by the contractor is separatefrom the statement of special inspections. It is the con­tractor's acknowledqment of the special inspections ortesting that are beyond what is typically required.

SECTION 1710STRUCTURAL OBSERVATIONS

1710.1 General. Where required by the provisions of Section1710.2 or 1710.3, the owner shall employ a registered design

2009 INTERNATIONAL BUILDING CODE'" COMMENTARY

professional to perform structural observations as defined inSection 1702.

Prior to the commencement of observations, the structuralobserver shall submit to the building official a written state­ment identifying the frequency and extent of structural obser­vations.

At the conclusion of the work included in the permit, thestructural observer shall submit to the building official a writtenstatement that the site visits have been made and identify anyreported deficiencies which, to the best of the structuralobserver's knowledge, have not been resolved.

•:. This section requires that a registered engineer or ar­chitect be employed by the owner to provide on-sitevisits to observe compliance with the structural draw­ings when required by Section 1710.2 or 1710.3.Structural observations are required under certainconditions in high-seismic and high-wind locations(see Section 1702 for the definition of "Structural ob­servation"), providing an additional level of inspectionsbeyond those provided by the building inspector or aspecial inspector. The intent of requiring structural ob­servations by a registered design professional forthese structures is to verify that the structural systemsare constructed in general conformance with the con­struction documents.

This section provides guidance on the frequency ofobservations. It requires submittal of a written state­ment by the structural observer to the building officialprior to the commencement of observations identifyingthe frequency and extent of structural observations.The determination ofthe frequency of structural obser­vations should be by the structural observer and theowner in consultation with the local building official.The structural observer must submit a written state­ment to the bUilding official at the conclusion of thework included in the permit.

1710.2 Strnctural observations for seismic resistance.Structural observations shall be provided for those structuresassigned to Seismic Design Category D, E or F, as determinedin Sectiou 1613, where one or more of the following conditionsexist:

I. The structure is classified as Occupancy Category III orIV in accordance with Table 1604.5.

2. The height ofthe structure is greater than 75 feet (22 860mm) above the base.

3. The structure is assigned to Seismic Design Category E,is classified as Occupancy Category I or IT in accordancewith Table 1604.5, and is greater than two stories abovegrade plane.

4. When so designated by the registered design profes­sional responsible for the structural design.

5. When such observation is specifically required by thebuilding official.

.:.This section lists the thresholds of seismic risk that ne­cessitate structural observation. Items 1 through 3 are

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STRUCTURAL TESTS AND SPECIAL INSPECTIONS

specific conditions that require structural observation,while Items 4 and 5 give discretion to the registereddesign professional or building official to require struc­tural observation in other instances (see commentary,Section 1710.1).

1710.3 Structural observations for wind requirements.Structural observations shall be provided for those structuressited where the basic wind speed exceeds 110mph (49 mfsec)determined from Figure 1609, where one or more of the fol­lowing conditions exist:

I. The structure is classified as Occupancy Category III orIV in accordance with Table 1604.5.

2. The building heightof the structure is greater than 75 feet(22860 mm).

3. When so designated by the registered design profes­sional responsible for the structural design.

4. When such observation is specifically required by thebuilding official.

.:.This section lists the thresholds of high-wind exposurethat necessitate structural observation. Items 1 and 2are specific conditions that require structurai observa­tion, while Items 3 and 4 give discretion to the regis­tered design professional or building official to requirestructural observation in other instances (see com­mentary, Section 1710.1).

SECTION 1711DESIGN STRENGTHS OF MATERIALS

1711.1 Conformance to standards. The design strengths andpermissible stresses of any structural material that are identi­fied by a manufacturer's designation as to manufacture andgrade by mill tests, or the strength and stress grade is otherwiseconfirmed to the satisfaction of the building official, shall con­form to the specifications and methods of design of acceptedengineering practice or the approved rules in the absence ofapplicable standards.

.:.Structural materials must conform to applicable designstandards, approved rules and accepted methods ofengineering practice. Conformance to these provi­sions and to the manufacturer's designations providesthe building official with the information needed to ver­ify that the materials will perform their intendedfunction satisfactorily.

1711.2 New materials. For materials that are not specificallyprovided for in this code, the design strengths and permissiblestresses shall be established by tests as provided forin Section1712.

.:. Materials that are not explicitly covered by the codeare allowed when subjected to the appropriate testingdemonstrating adequate performance (see Section1701.2).

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SECTION 1712ALTERNATIVE TEST PROCEDURE

1712.1 General. In the absence of approved rules or otherapproved standards, the building official shall make, or cause tobe made, the necessary tests and investigations; or the buildingofficial shall accept duly authenticated reports from approvedagencies in respect to the quality and manner of use of newmaterials or assemblies as provided for in Section 104.11. Thecost of all tests and other investigations required under the pro­visions of this code shall be borne by the applicant.

-:-Test reports from approved agencies may be used asa basis for approval of materiais that are not within thepurview of any approved rules (i.e., "new materials" asmentioned in Section 1701.2). This section directly ref­erences Section 104.11. It is within the power of thebuiiding official to accept reports from an approvedagency. In determining the approval, the building offi­cial should check that the agency is an independentthird-party agency with no financial or fiduciary affilia­tions with the applicant or material supplier. The capa­bility and competency of the agency must also be ex­amined. It should be noted that this section assignsresponsibility for the costs of testing to the applicant.

SECTION 1713TEST SAFE LOAD

1713.1 Where required. Where proposed construction is notcapable of being designed by approved engineering analysis,orwhereproposed construction designmethoddoes not com­ply with the applicable material design standard, the system ofconstruction orthestructural unitandtheconnections shallbesubjected to the tests prescribed in Section 1715. The buildingofficial shall accept certified reports of such tests conducted byan approved testing agency, provided that such tests meet therequirements of this code and approved procedures.

-:-Testing to determine safe load is required when astructural component cannot be designed in accor­dance with approved engineering practices, or wherethe construction design method does not fully complywith the respective material design standard listed inChapter 35. If either of these situations exist, the struc­tural components are required to be subjected to theprescriptive tests listed in Section 1715, which ad­dress loading and deflection criteria.

An example of a structural component that cannotbe designed by approved engineering practice is acomposite concrete and steel siab in which the shearconnector is some type of new configuration called a"widget." The horizontal shear that can be developedis unknown; therefore, a complete analysis cannot beperformed. This section also restates the building offi­cial's option of accepting data from an approved test­ing agency, as previously stated in Section 1703.4.

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SECTION 1714IN-SITU LOAD TESTS

1714.1 General. Whenever there is a reasonable doubt as to thestability or load-bearing capacity of a completed building,structure or portion thereoffor the expected loads, an engineer­ing assessment shallbe required. The engineering assessmentshall involve either a structural analysis or an in-situ load test,or both. The structural analysis shall be based on actual mate­rial properties and other as-built conditions that affect stabilityor load-bearing capacity, and shall be conducted in accordancewith the applicable design standard. If the structural assess­ment deterntines that the load-bearing capacity is less than thatrequired by the code, load tests shall be conducted in accor­dance with Section 1714.2. If the building, structure or portionthereof is found to have inadequate stability or load-bearingcapacity for the expected loads, modifications to ensure struc­tural adequacy or the removal of the inadequate constructionshall be required.

-:-The intent of this section is to utilize an engineeringanalysis to verify the adequacy of the structure, if pos­sible. The load test requirement shouid only be done IIan engineering analysis does not verify structural ade­quacy. Load tests are last resort options, and the buiid­Ing official should document his or her reasons for anyload testing requirement.

An example of the executed structurai analysiswould be an analysis by a third-party engineering firrracceptable to both the buiiding official and owner. ThEstructural integrity may be questioned for items sueras visible signs of excessive settlement or lateral de­flection, such as cracks in concrete foundation walls 01excessive vibration when the assembly Is loaded.

A load test procedure must simulate the actualloacconditions to which the structure is subjected durin,normal use (see Section 1714.3 for detaiis).

1714.2 Test standards. Structural components and assembliesshall be tested in accordance with the appropriate material stan­dards listed in Chapter 35. In the absence ofa standard that con­tains an applicable load test procedure, the test procedure shalbe developed by a registered design professional and approvedThe test procedure shall simulate loads and conditions of appli­cation that the completed structure or portion thereof will b,subjected to in normal use.

-:-When load test procedures for materials are given b)the applicable referenced material standard, the tesprocedure outlined in that specific standard must beadhered to without variation. If a referenced standarclacks a load test procedure, or a material or assemblydoes not have a specific referenced standard, thersuch a test must be developed by a registered desigrprofessional and approved by the buiiding officiai. ThEtest procedure must be representative of, and simulatethe actual loading conditions that, the completecstructure or portion thereof will be subjected to duringnormal use.

1714.3 In-situ load tests. In-situ loadtests shall be cooductecin accordance with Section 1714.3.1 or 1714.3.2 and shall besupervised by a registered design professional. The test shal

2009 INTERNATIONAL BUILDING CODE'" COMMENTAR\

simulate the applicable loading conditions specified in Chapter16 as necessary to address the concerns regarding structuralstability ofthe building, structure or portion thereof.

.:.The criteria for in-situ load tests are set forth for twocategories: procedures specified, which are regulatedby Section 1714.3.1, and procedures not specified;which are regulated by Section 1714.3.2. This sectionfurther requires that the test be performed under thesupervision of a registered design professional, andthat it simulates the actual loads and conditions of thecompleted structure or portion thereof.

1714.3.1 Load test procedure specified. Where a standardlisted in Chapter 35 contains an applicable load test procedureand acceptance criteria, thetestprocedure and acceptance cri­teria in the standard shall apply. In the absence of specific loadfactors or acceptance criteria, the load factors and acceptancecriteria in Section 1714.3.2 shall apply.

.:.The load test must be in accordance with the applica­ble referenced standard. Section 1714.3.2 must onlybe utilized in the absence of either a specific standardor specific load factors and acceptance criteria fromapplicable referenced standards.

1714.3.2 Load test procedure not specified. In the absence ofapplicable load test procedures contained within a standard ref­erenced by this code or acceptance criteria for a specific mate­rial or method of construction, snch existing structure shall besubjected to a test procedure developed by a registered designprofessional that simulates applicable loading and deformationconditions. For components that are not a part of the seis-

. mic-load-resisting system, the test load shall be equal to twotimes the unfactored design loads. The test load shall be left inpiace for a period of24 hours. The structure shall be considered'to bave successfully met the test requirements where the fol­lowing criteria are satisfied:

1. Under the design load, the deflection shall not exceedthe limitations specified in Section 1604.3.

2. Within 24 hours after removal of the test load, thestructure shall have recovered not less than 75 percentof the maximum deflection.

3. During and immediately after the test, the structureshall not show evidence of failure.

.:. If the applicable standards do not specify load factor ortesting criteria acceptance methods, then the testingcriteria listed in this section must be followed. Note thatthe design load includes design live load and all deadloads that are not yet in place, such as the dead loadfrom tenant walls in a speculative office building.

SECTION 1715PRECONSTRUCTION LOAD TESTS

1715.1 General. In evaluating the physical properties of mate­rials and methods ofconstruction that are not capable of beingdesigned by approved engineering analysis or do not complywith applicable material design standards listed in Chapter 35,

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the structural adequacy shall be predetermined based on theload test criteria established in this section.

.:. This section establishes requirements for load testingstructural assemblies that are either incapable of be­ing designed or those that, for one reason or another,do not comply with the applicable material designstandards. This section does not govern the load test­ing of existing buildings, which is governed by Section1714.

The different categories of preconstruction loadtests are addressed herein. Specified load test proce­dures are regulated by Section 1715.2. Load test pro­cedures that are not specified are regulated by Section1715.3. Wall and partition assemblies are reguiated bySection 1715.4. Exterior window and door assembliesare regulated by Section 1715.5, and test specimensare regulated by Section 1715.6.

1715.2 Load test procedures specified. Where specific loadtest procedures, load factors and acceptance criteria areincluded in the applicable design standards listed in Chapter35, such test procedures, load factors and acceptance criteriashall apply. In the absence of specific test procedures, load fac­tors or acceptance criteria, the corresponding provisions inSection 1715.3 shall apply.

.:.This section has priority over Section 1715.3, providedthat load factors and acceptance criteria are estab­lished in the applicable design standards.

1715.3 Load test procedures nnt specified. Where load testprocedures are not specified in the applicable design standardslisted in Chapter35, the load-bearing and deformation capacityof structural components and assemblies shall be determinedon the basis of a test procedure developed by a registereddesign professional that simulates applicable loading anddeformation conditions. For components and assemblies thatare not a part of the seismic-force-resisting system, the testshall be as specified in Section 1715.3.1. Load tests shall simu­late the applicable loading conditions specified in Chapter 16.

':'In the absence of load factors and acceptance criteriain the applicable design standards and in accordancewith Section 1715.2, this section is to be used by thebuilding official to determine if conformance to the ap­plicable code requirements has been achieved. Addi­tionally, this section provides the design professionaland bUilding official with specific loading and pass/failcriteria.

1715.3.1 Test procedure. The test assembly shall be subjectedto an increasing superimposed loadequal to not less than twotimes the superimposed design load. The test load shall be leftin place for a period of 24 hours. The tested assembly shall beconsidered to have successfully met the test requirements iftheassembly recovers not less than 75 percent of the maximumdeflection within 24 hours after the removal of the test load.The test assembly shall then be reloaded and subjected to anincreasing superimposed load until either structural failureoccurs or the superimposed load is equal to two and one-halftimes the load at which the deflection limitations specified inSection 1715.3.2 were reached, or the load is equal to two and

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one-half times the supetimposed design load. In the case ofstructural components and assemblies for which deflectionlimitations are not specified in Section 1715.3.2, the test speci­men shall be subjected to an increasing superimposed loaduntil structural failure occurs or the load is eqnal to two andone-half times the desired superimposed design load. Theallowable superimposed design load shall be taken as the lesserof:

1. The load at the deflection limitation given in Section1715.3.2.

2. The failure load divided by 2.5.

3. The maximum load applied divided by 2.5.

.:. Load test criteria relating to superimposed designloads are established herein. These requirements area compilation of commonly accepted engineeringpractices to adequately test against structural failure.

In the case of structural components and assem­blies for which maximum deflection limitations are notaddressed in Section 1715.3.2, the test assembliesmust be subjected to increasing superimposed loadsuntil failure occurs or the load is equal to two andone-haif times the superimposed design load, which­ever occurs first.

1715.3.2 Deflection. The deflection of structural membersunder thedesignloadshallnotexceedthelimitations inSection1604.3.

.:.Acceptance criteria for deflection of structural systemswhen subjected to the allowable design load are usedto demonstrate adequate structural performance andare addressed in Section 1604.3.

1715.4 Wall and partition assemblies. Load-bearing walland partition assemblies shall snstain the test load both withand without window framing. The test load shall include alldesign load components. Wall and partition assemblies shall betested both with and without door and window framing.

.:. Load-bearing wall and partition assemblies must sus­tain loads with and without window framing. It is notappropriate to assume that a wall will sustain loadsbetter if window framing is involved in the test. Each in­dividuai design must be evaluated separately basedon the construction ofthat assembly. All design ioads,such as vertical and lateral forces, must be inciuded inthe test.

1715.5 Exterior window and door assemblies. The designpressure rating of exterior windows and doors in buildingsshall be determined in accordance with Section 1715.5.1 or1715.5.2.

Exception: Structural wind load design pressures for win­dow units smaller than the size tested in accordance withSection 1715.5.1 or 1715.5.2 shall be permitted to be higherthan the design value of the tested unit provided such higherpressures are determined by accepted engineering analysis.All components of the small unit shall be the same as the

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tested unit. Where such calculated design pressures anused, they shall be validated by an additional test of the window unit having the highest allowable design pressure.

.:.This section allows two methods of load test for exlerlor window and door assemblies. The first methodprovided for in Section 1715.5.1, allows products to btested and labeled as conforming to AAMAlWMDI'CSA 101/I.S.2/A440. The second method allows products to be tested in accordance with ASTM E 330 an,the giazing must comply with Section 2403. The 'e~

ception allows window units smaller than the siztested to have higher design pressures, provided thhigher pressures are determined by accepted engneering analysis, all components of the smaller unare the same as the tested unit and an additionai tesof the smaller unit having the highest calculated design pressure is performed in accordance with Sectio1715.5.1 or 1715.5.2.

1715.5.1 Exterior windows and doors. Exterior windows ansliding doors shall be tested and labeled as conforming tAAMAlWDMAlCSAI011I.S.2/A440. The label shall state thname of -the manufacturer. the approved labeling agency anthe product designation as specified in AAMAlWDWCSAI01lI.S.2/A440. Exterior side-hinged doors shall ttested and labeled as conforming to AAMAIWDMICSAI0III.S.2/A440 or comply with Section 1715.5.2. Prorncts tested and labeled as conforming to AAMAlWDMAlCS.101II.S.2/A440 shall not be subject to the requirements of Setions 2403.2 and 2403.3.

.:.This section requires exterior windows and dcoicomplying with AAMAlWMDAlCSA 101/I.S.2/A440 Ibe iabeled as such. Products so tested and labelemust not be required to meet the provisions of Seltions 2403.2 and 2403.3. By requiring the product Ibe iabeled, the building official does not have to intepret test results and determine load-carrying capacties, or accept the manufacturer's interpretation ,tests.

1715.5.2 Exterior windows and door assemblies not pr'vided for in Section 1715.5.1. Exterior window and do,assemblies shall be tested in accordance with ASTM E 33Structural performance of garage doors shall be determinedaccordance with either ASTM E 330 or ANSIIDASMA 10and shall meet the acceptance criteria of ANSIIDASMA 10Exterior window and door assemblies containing glass shrcomply with Section 2403. The design pressure for testiishall be calculated in accordance with Chapter 16. Each asserbly shall be tested for 10 seconds at a load equal to 1.5 times tldesignpressure.

.:.This section allows an alternative to the provisionsSection 1715.5.1. This procedure is to be used to veify the integrity of door and window assemblies aswhole, and its results do not supersede, but rathcomplement, the requirements of Chapter 24. Gla:

2009 INTERNATIONAL BUILDING CODE" COMMENTAI

. thickness must be determined in accordance with theprovisions of Chapter 24. The assemblies must com­ply with Section 2403, and the design pressure fortesting is determined from Chapter 16. Each assemblyis required to be tested for 10 seconds at a load equal

. to one and one-half times the design pressure. Whentesting a product line that has a variety of sizes, themost critical size can usually be tested and the resultsused to qualify other similar products within its family.in general, the larger size, and most heavily ioaded ofeach particular design, type, construction or configura­tion should be tested. The code does not specify howmany specimens are to be tested. ASTM E 330 statesthat if only one sample is tested, it should be seiectedby the specifying authority. ANSI/OASMA 108 ad­dresses the pressure testing of garage doors and in­cludes garage door acceptance criteria, which is notprovided by ASTM E330.

1715.6 Test specimens. Test specimens and construction shallbe representative of the materials, workmanship and detailsnormally used in practice. The properties of the materials nsedto construct the test assembly shall be determined on the basisof tests on samples takeu from the load assembly or on repre­sentative samples of the materials used to construct the load testassembly. Required tests shall be conducted or witnessed by anapproved agency.

.:.The test specimen must resemble and simulate asmuch as possible, the design being tested using mate­rials and workmanship that could be expected in theactual construction or fabrication. The test itself mustbe witnessed or conducted by an agency acceptableto and approved by the building official.

SECTION 1716MATERIAL AND TEST STANDARDS

1716.1 Test standards for joist hangers and connectors.

.:.This section prescribes the test standard and criteriato be used for joist hangers and connectors. This crite­ria is meant to be used in establishing the ioad capac­ity of joist hangers and connectors used in wood con­struction for which there is no calculated procedurerecognized by the code.

The referenced test standard, ASTM 0 1761, re­quires the joist iength to be twice the joist depth plus 10inches (254 mm), but this can result in ionger joiststhat fail before the hanger. In establishing a hanger'sallowable load, the objective is to have the hanger failin the test, rather than the joist. The exception sets amaximum joist length in order to facilitate theappropriate failure mode.

1716.1.1 Test standards for joist hangers. The verticalload-bearing capacity, torsional moment capacity and deflec­tion characteristics of joist hangers shall be determined in

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accordance with ASTM D 1761 using lumber having a specificgravity of 0.49 or greater, but not greater than 0.55, as deter­mined in accordance with AF&PA NDS for the joist and head­ers.

Exception: The joist length shall not be required to exceed24 inches (610 mm).

.:.The specified ASTM standard test method provides aprocedure for evaluating the vertical load-carrying ca­pacity, torsional moment capacity and deflection char­acteristics of joist hangers and similar devices used toconnect wood joists to headers of wood or other mate­riais. The lumber used for the test specimen must havea specific gravity equal to or greater than 0.49, but notgreater than 0.55.

1716.1.2 Vertical load capacity for joist hangers. The verti­cal load capacity for the joist hanger shall be determined bytesting a minimum of three joisthauger assemblies as specifiedin ASTM D 1761.1fthe ultimate vertical load for anyone of thetestsvaries morethan 20 percentfromtheaverage ultimate ver­tical load, at least three additional tests shall be conducted. Theallowable vertical load of the joist hanger shall be the lowestvalue determined from the following:

I. The lowest ultimate vertical load for a single hangerfrom any test divided by three (where three tests areconducted and each ultimate vertical load does notvary more than 20 percent from the average ultimatevertical load).

2. The average ultimate vertical load for a single hangerfrom all tests divided by three (where six or more testsare conducted).

3. The average from all tests of the vertical loads thatproduce a vertical movement of the joist with respectto the header of 'I, inch (3.2 mm).

4. The sum of the allowable design loads for nails orother fasteners utilizedtosecurethejoisthanger tothewood members and allowable bearing loads that con­tribnte to the capacity of the hanger.

5. The allowable design load for the wood membersfanningtheconnection.

.:. The method prescribed establishes the aliowable loadfor normal duration, as defined by the American Forest& Paper Association (AF&PA) National Design Speci­fication (NOS) for Wood Construction. Additionally, al­lowable stresses cannot exceed those allowed by thecode. For example, published allowable loads cannotcontain nail loads higher than those allowed by NOS,nor can tension in steel strapping exceed that allowedby the steel design standards noted in Chapter 22.

For loads of other than normal duration, the stressesor loads may be increased or must be decreased asnoted by the appropriate design standard, but in no

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ii,

STRUCTURAL TESTS AND SPECIAL INSPECTIONS

case can the load exceed that which will produce'I,-inch (3.2 mm) movement of the joist.

EXAMPLE:

Given: A manufacturer's test results for a particularjoist hanger are as follows:

Test 1 Ultimate load = 1,000 pounds with the'I,-inch deflection occurring at400 pounds.

Test 2 Ultimate load = 1,100 pounds with the'I,-inch deflection occurring at350 pounds.

Test 3 Ultimate load =900 pounds with the 'I,-inchdeflection occurring 375 pounds.

For Sl: 1 inch = 25.4 mm, 1 pound = 0.454 kg.

The manufacturer submitted structural calculationsindicating that the allowable design load of the nails is250 pounds (114 kg), and the allowable shear load inthe wood joists framing to the hangers is 280 pounds(127 kg). Joist hanger geometry does not allow for anymeaningful calculation of stresses in the steel sec­tions of the hanger.

Find: The allowable load for the joist hanger.

Solution:

Average ultimate load =(1,000 + 1,100 + 900) + 3.0 =1,000 pounds

Since 20 percent of 1,000 is 200, the test scatter iswithin the allowable range of plus and minus 20 per­cent of the average ultimate load; therefore, threetests are sufficient to establish allowable load.

Thus, the allowable load is 250 pounds (114 kg)based on the lesser of:

Lowest ultimate load + 3.0 =300 pounds (137 kg)

'I,-inch deflection in any test =350 pounds (159 kg)

Allowable nail load = 250 pounds (114 kg)

Allowable joist shear = 280 pounds (127 kg)

In this case, the allowable vertical load for a normalduration is limited by the calculated allowable designload of the fastener [250 pounds (113 kg)] in accor­dance with Item 4 of Section 1716.1.2. This value ispermitted to be modifled by a duration of loading fac­tor; however, the modified value cannot exceed thelowest test value as determined in accordance withItems 1, 2 and 3 of Section 1716.1.2.

1716.1.3 Torsional moment capacity for joist hangers. Thetorsional moment capacityfor thejoist hanger shall be deter­minedby testiogat leastthreejoist hanger assemblies as speci­fied in ASTM D 1761. The allowabletorsionalmomentof thejoist hanger shallbetheaverage torsionalmomentatwhich thelateralmovement of thetop or bottom of thejoist with respectto the original position of thejoist is 'I, inch (3.2 mm).

•:. The allowable torsional moment capacity for a joisthanger is determined by testing in accordance withASTM 0 1761 with the limitation that rotational deflec-

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tion of the top or bottom of the joist with respect to theheader must not exceed 0.125 inch (3.2 mm).

1716.1.4 Design value modifications for joist hangers.Allowable design values for joist hangers that aredeterminedby Item4 or5 in Section1716.1.2 shallbepermittedtobemod­ified by theappropriate durationof loadingfactorsas specifiedin AF&PA NDS but shallnot exceed the direct loadsas deter­minedby Item 1, 2 or 3 in Section 1716.1.2. Allowable designvalues determined by Item 1, 2 or 3 in Section 1716.1.2 shallnot bemodified by durationof loading factors.

.:.The calculated allowable design values, as deter­mined by Item 4 or 5 of Section 1716.1.2 and modifiedby duration of loading factors, must not exceed thelowest test value as determined by Item 1, 2 or 3 ofSection 1716.1.2.

1716.2Concrete and clay roof tiles.

.:. This section prescribes the test standards and criteriato be used to determine the overturning resistance andwind characteristics of concrete and clay roof tiles.

1716.2.1 Overturning resistance. Concrete andclayroof tilesshallbe tested to determine their resistance to overturning dueto wind in accordance with SBCCI SSTD 11and Chapter 15.

.:. Section 1716.2.1 requires concrete and clay tiles to betested to determine their overturning resistance in ac­cordancewith SBCCI SSTO 11. SBCCI SSTD 11 pre­scribes methods for determining the allowable over­turning moment for mechanically fastened,adhesive-set and mortar-set tiles. A test procedure isalso prescribed for determining the allowable upliftloads on hiplridge tiles.

1716.2.2 Wind tunnel testing. Whenroof tiles do not satisfythe limitations in Chapter16 for rigid tile, a wind tunnel testshallbe used to determine thewind characteristics of thecon­crete or clay tile roof covering in accordance with SBCCISSTD 11 andChapter IS.

.:.The wind tunnel test procedures in SBCCI SSTD 11must be used if the roof tiles do not meet the limitationsof Chapter 16 for rigid liIe.

Bibliography

The following resource materials are referenced in thischapter or are relevant to the subject matter addressedin this chapter.

MMAlWMOAlCSA 101/I.S.2/A440-08, Voluntary Speci­fications for Aluminum Vinyl (PVC) and Wood Win­dows and Glass Doors. Schaumburg, IL: AmericanArchitectural Manufacturers Association, 2008.

ACI 318-08, Building Code Requirements for StructuralConcrete. Farmington Hills, MI: American ConcreteInstitute, 2008.

AF&PA NOS-05, National Design Specification for WoodConstruction. Washington, DC: American Forest &Paper Association, 2005.

2009 INTERNATIONAL BUILDING CODE® COMMENTARY

AISC 341-05, Seismic Provisions for Structural SteelBuildings. Chicago: American Institute of Steel Con­struction, 2005.:

AISC 360-05, Specification for Structural Steel Build­ings. Chicago: American Institute of Steel Construc­tion, 2005.

ASCE 7-05, Minimum Design Loads for Buildings andOther Structures. New York: American Society of CivilEngineers, 2005.

ASTM A 6-07, Specification for General Requirementsfor Rolled Structural Bars, Plates, Shapes and SheetPiling. West Conshohocken, PA: ASTM International,2007.

ASTM A 36/A 36M-05, Specification for Carbon Struc­tural Steel. West Conshohocken, PA: ASTM Interna­tional, 2005.

ASTM A 325-04a, Specification for Structural Bolts,Steel, Heat Treated, 1201105 ksi Minimum TensileStrength. West Conshohocken, PA: ASTM Interna­tional, 2004.

ASTM A 435-90 (2001), Specification for Straight BeamUltrasound Examination of Steel Plates. WestConshohocken, PA: ASTM International, 2001.

ASTM A 490-04a, Specification for Structural Bolts, AlloySteel, Heat Treated, 150 ksi Minimum TensileStrength. West Conshohocken, PA: ASTM Interna­tional, 2004.

ASTM A 568-06a, Specification for Steel Sheet, Carbonand High-strength, Low-alloy, Hot-rolled andCold-rolled, General Requirements For. WestConshohocken, PA: ASTM International, 2006.

ASTM A 615/A 615M-04a, Specification for Deformedand Plain Billet-steel Bars for Concrete Reinforce­ment. West Conshohocken, PA: ASTM International,2004.

ASTM A 706-05a, Specification for Low-allay Steel De­formed and Plain Bars for Concrete Reinforcement.West Conshohocken, PA: ASTM International, 2005.

ASTM 0 1761-06, Standard Test Method for MechanicalFasteners in Wood. West Conshohocken, PA: ASTMinternational, 2006.

ASTM E 330-02, Standard. Test Methods for StructuralPerformance ofExterior Windows, Curtain Walls, andDoors by Uniform Static Air Pressure Difference.West Conshohocken, PA: ASTM International, 2002.

ASTM E 605-06, Test Methods for Thickness and Den­sity of Sprayed Fire-resistive Material Applied toStructural Members. West Conshohocken, PA: ASTMInternational, 2006.

ASTM E 2570-07, Standard Test Method for EvaluatingWater-resistive Barrier (WRB) Coatings Used UnderExterior Industrial Finish Systems (EiFS)' for EIFSwith Drainage. West Conshohocken, PA: ASTM Inter-

t national, 2007.

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STRUCTURAL TESTS AND SPECIAL INSPECTIONS

AWCi 12-A, Technical Manual 12-A, Standard Practiceforthe Testing and Inspection ofField Applied Fire-re­sistive Materials; an Annoted Guide, Third Edition.F..lls Church, VA: Association of the Wail and CeilingIndustries International, 1997.

.AWCI 12-B, Technical Manual 12-B Standard Practicefor the Testing and Inspection of Field AppliedThin-film Intumescent Fire-resistive Materials; anAnnoted Guide, First Edition. Fails Church, VA: TheAssociation of the Wail and Ceiling Industries Interna­tional, 1998

AWS 01.1-04, Structural Welding Code-Steel. Miami,FL: American Welding Society, 2004.

AWS 01.3-98, Structural Welding Code-Sheet Steel.Miami, FL: American Welding Society, 1998.

AWS 01.4-98, Structural Welding Code-ReinforcedSteel. Miami, FL: American Welding Society, 1998.

AWS QC1-88, Standard and Guide for Qualification andCertification of Welding Inspectors. Miami, FL: Ameri­can Welding Society, 1988.

OASMA 108-05, Standard Method for Testing SectionalGarage Doors and Rolling Doors Determination ofStructural Performance Under Uniform Static Pres­sure. Cleveland, OH: Door and Access Systems Man­ufacturers Association International, 2005.

FEMA 450, NEHRP Recommended Provisions for Seis­mic Regulations for New Buildings and Other Struc­tures. Washington, DC: Federal EmergencyManagement Agency, 2004.

ICC-ES AC 156, Acceptance Criteria for Seismic Qualifi­cation Testing ofNonstructural Components. Whittier,CA: International Code Council Evaluation Service,2000.

IFC-09, International Fire Code. Washington, DC: Inter­national Code Council, 2009.

IMC-09, International Mechanical Code. Washington,DC: International Code Council, 2009.

IPC-09, International Plumbing Code. Washington, DC:International Code Council, 2009.

IRC-09, International Residential Code; Washington,DC: International Code Council, 2009.

SBCCI SSTO 11-97, Standard for Determining Wind Re­sistance of Concrete or Clay Roof Tiles. Birmingham,AL: Southern Building Code Congress International,1997.

Specification for Structural Joints Using A325 or A490Bolts. Chicago: Research Council on Structurai Con­nections (cia American Institute of Steel Construction,Inc.), 2004.

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