CHAPTER 17A

SPECIAL INSPECTIONS AND TESTS

SECTION 1701A 22A, and 34A, the provisions in Chapters 16, 19, 21,
GENERAL 22, and 34 respectively shall apply instead.
1701A.1 Scope. The provisions of this chapter shall govern 1701A.2 New materials. New building materials, equipment,
the quality, workmanship and requirements for materials cov- appliances, systems or methods of construction not provided
ered. Materials of construction and tests shall conform to the for in this code, and any material of questioned suitability
applicable standards listed in this code. proposed for use in the construction of a building or structure,
1701A.1.1 Application. The scope of application of Chap- shall be subjected to the tests prescribed in this chapter and in
ter 17A is as follows: the approved rules to determine character, quality and limita-
tions of use.
1. Structures regulated by the Division of the State
Architect-Structural Safety, which include those 1701A.3 Used materials. The use of second-hand materials
applications listed in Sections 1.9.2.1 (DSA-SS), and that meet the minimum requirements of this code for new
1.9.2.2 (DSA-SS/CC). These applications include materials shall be permitted.
public elementary and secondary schools, commu- 1701A.4 Special inspectors. [OSHPD 1 and 4] In addition to
nity colleges and state-owned or state-leased essen- the inspector(s) of record required by the California Admin-
tial services buildings. istrative Code (CCR, Title 24, Part 1), Section 7-144, the
2. Structures regulated by the Office of Statewide owner shall employ one or more special inspectors who shall
Health Planning and Development (OSHPD), which provide inspections during construction on the types of work
include those applications listed in Sections 1.10.1, listed under Chapters 17A, 18A, 19A, 20, 21A, 22A, 23, 25,
and 1.10.4. These applications include hospitals, 34A, and noted in the Test, Inspection, and Observation
skilled nursing facilities, intermediate care facilities (TIO) program required by Sections 7-141, 7-145 and 7-149,
and correctional treatment centers. of the California Administrative Code. Test, Inspection and
Observation (TIO) program shall satisfy requirements of Sec-
Exception: [OSHPD 2] Single-story Type V skilled tions 1704A.2.3 and 1704A.5.
nursing or intermediate care facilities utilizing
wood-frame or light-steel-frame construction as 1701A.5 Special inspectors. [DSA-SS & DSA-SS/CC] In
defined in Health and Safety Code Section 129725, addition to the project inspector required by the California
which shall comply with Chapter 17 and any appli- Administrative Code (CCR, Title 24, Part 1), Section 4-333,
cable amendments therein. the owner shall employ one or more special inspectors who
shall provide inspections during construction on the types of
1701A.1.2 Amendments in this chapter. DSA-SS adopts work listed under Chapters 17A, 18A, 19A, 20, 21A, 22A, 23,
this chapter and all amendments. 25 and 34 of the California Building Code and noted in the
Exceptions: Amendments adopted by only one agency special test, inspection and observation plan required by Sec-
appear in this chapter preceded with the appropriate tion 4-335 of the California Administrative Code.
acronym of the adopting agency, as follows:
1. Division of the State Architect - Structural Safety:
SECTION 1702A
[DSA-SS] For applications listed in Section DEFINITIONS
1.9.2.1. 1702A.1 Definitions. The following terms are defined in
[DSA-SS/CC] For applications listed in Section Chapter 2, except those defined below which shall, for the
1.9.2.2. purposes of this section, have the meanings shown herein.
2. Office of Statewide Health Planning and Devel- APPROVED AGENCY.
opment: APPROVED FABRICATOR.
[OSHPD 1] – For applications listed in Section CERTIFICATE OF COMPLIANCE.
1.10.1.
DESIGNATED SEISMIC SYSTEM.
[OSHPD 4] – For applications listed in Section
1.10.4. FABRICATED ITEM.
1701A.1.3 Reference to other chapters. INSPECTION CERTIFICATE.
1701A.1.3.1 [DSA-SS/CC] Where reference within this INTUMESCENT FIRE-RESISTANT COATINGS.
chapter is made to sections in Chapters 16A, 19A, 21A,

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SPECIAL INSPECTIONS AND TESTS

MAIN WINDFORCE-RESISTING SYSTEM. 1703A.4.1 Research and investigation. Sufficient techni-

MASTIC FIRE-RESISTANT COATINGS. cal data shall be submitted to the building official to sub-
stantiate the proposed use of any material or assembly. If it
PROJECT INSPECTOR. [DSA-SS, DSA-SS/CC] The per- is determined that the evidence submitted is satisfactory
son approved to provide inspection in accordance with the proof of performance for the use intended, the building
California Administrative Code, Section 4-333(b). The term official shall approve the use of the material or assembly
“project inspector” is synonymous with “inspector of subject to the requirements of this code. The costs, reports
record.” and investigations required under these provisions shall be
SPECIAL INSPECTION. paid by the applicant.
Continuous special inspection. The full-time observation 1703A.4.2 Research reports. Supporting data, where nec-
of work requiring special inspection by an approved spe- essary to assist in the approval of materials or assemblies
cial inspector who is present in the area where the work is not specifically provided for in this code, shall consist of
being performed. valid research reports from approved sources.
Periodic special inspection.The part-time or intermittent
1703A.5 Labeling. Where materials or assemblies are
observation of work requiring special inspection by an
required by this code to be labeled, such materials and assem-
approved special inspector who is present in the area
blies shall be labeled by an approved agency in accordance
where the work has been or is being performed and at the
with Section 1703A. Products and materials required to be
completion of the work.
labeled shall be labeled in accordance with the procedures set
SPECIAL INSPECTOR. forth in Sections 1703A.5.1 through 1703A.5.4.
SPRAYED FIRE-RESISTANT MATERIALS. 1703A.5.1 Testing. An approved agency shall test a repre-
STRUCTURAL OBSERVATION. sentative sample of the product or material being labeled
to the relevant standard or standards. The approved agency
shall maintain a record of the tests performed. The record
SECTION 1703A shall provide sufficient detail to verify compliance with
APPROVALS the test standard.
1703A.1 Approved agency. An approved agency shall pro-
1703A.5.2 Inspection and identification. The approved
vide all information as necessary for the building official to
agency shall periodically perform an inspection, which
determine that the agency meets the applicable requirements.
shall be in-plant if necessary, of the product or material
1703A.1.1 Independence. An approved agency shall be that is to be labeled. The inspection shall verify that the
objective, competent and independent from the contractor labeled product or material is representative of the product
responsible for the work being inspected. The agency shall or material tested.
also disclose possible conflicts of interest so that objectiv-
ity can be confirmed. 1703A.5.3 Label information. The label shall contain the
manufacturer’s or distributor’s identification, model num-
1703A.1.2 Equipment. An approved agency shall have ber, serial number or definitive information describing the
adequate equipment to perform required tests. The equip- product or material’s performance characteristics and
ment shall be periodically calibrated. approved agency’s identification.
1703A.1.3 Personnel. An approved agency shall employ
experienced personnel educated in conducting, supervis- 1703A.5.4 Method of labeling. Information required to be
ing and evaluating tests and/or inspections. permanently identified on the product shall be acid etched,
sand blasted, ceramic fired, laser etched, embossed or of a
1703A.2 Written approval. Any material, appliance, equip- type that, once applied, cannot be removed without being
ment, system or method of construction meeting the require- destroyed.
ments of this code shall be approved in writing after
satisfactory completion of the required tests and submission 1703A.6 Evaluation and follow-up inspection services.
of required test reports. Where structural components or other items regulated by this
1703A.3 Approved record. For any material, appliance, code are not visible for inspection after completion of a pre-
equipment, system or method of construction that has been fabricated assembly, the applicant shall submit a report of
approved, a record of such approval, including the conditions each prefabricated assembly. The report shall indicate the
and limitations of the approval, shall be kept on file in the complete details of the assembly, including a description of
building official's office and shall be open to public inspec- the assembly and its components, the basis upon which the
tion at appropriate times. assembly is being evaluated, test results and similar informa-
tion and other data as necessary for the building official to
1703A.4 Performance. Specific information consisting of determine conformance to this code. Such a report shall be
test reports conducted by an approved testing agency in approved by the building official.
accordance with the appropriate referenced standards, or
other such information as necessary, shall be provided for the 1703A.6.1 Follow-up inspection. The applicant shall pro-
building official to determine that the material meets the vide for special inspections of fabricated items in accor-
applicable code requirements. dance with Section 1704.2.5.

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 SPECIAL INSPECTIONS AND TESTS

1703A.6.2 Test and inspection records. Copies of neces- official and to the registered design professional in respon-
sary test and inspection records shall be filed with the sible charge prior to the completion of that phase of the
building official. work. A final report documenting required special inspec-
tions and correction of any discrepancies noted in the
inspections shall be submitted at a point in time agreed
SECTION 1704A upon prior to the start of work by the applicant and the
SPECIAL INSPECTIONS, CONTRACTOR building official.
RESPONSIBILITY AND STRUCTURAL
1704A.2.5 Inspection of fabricators. Where fabrication
OBSERVATIONS
of structural load-bearing members and assemblies is
1704A.1 General. This section provides minimum require- being performed on the premises of a fabricator’s shop,
ments for special inspections, the statement of special inspec- special inspection of the fabricated items shall be required
tions, contractor responsibility and structural observations. by this section and as required elsewhere in this code.
1704A.2 Special inspections. Where application is made for 1704A.2.5.1 Fabrication and implementation proce-
construction as described in this section, the owner shall dures. The special inspector shall verify that the fabri-
> employ one or more approved agencies to perform inspec- cator maintains detailed fabrication and quality control
tions during construction on the types of work listed under procedures that provide a basis for inspection control of
Section 1705A. These inspections are in addition to the the workmanship and the fabricator’s ability to con-
inspections identified in Section 110. form to approved construction documents and refer-
Exception: Special inspections are not required for con- enced standards. The special inspector shall review the
struction of a minor nature or as warranted by conditions procedures for completeness and adequacy relative to
in the jurisdiction, as approved by the building official. the code requirements for the fabricator’s scope of
¬ > work.
1704A.2.1 Special inspector qualifications. The special >
inspector shall provide written documentation to the build- 1704A.3 Statement of special inspections. Where special
ing official demonstrating his or her competence and rele- inspection or testing is required by Section 1705, the regis-
vant experience or training. Experience or training shall be tered design professional in responsible charge shall prepare
considered relevant when the documented experience or a statement of special inspections in accordance with Section
training is related in complexity to the same type of spe- 1704.3.1 for submittal by the applicant in accordance with
cial inspection activities for projects of similar complexity Section 1704A.2.3.
and material qualities. These qualifications are in addition Exception: The statement of special inspections is permit-
to qualifications specified in other sections of this code. ted to be prepared by a qualified person approved by the
The registered design professional in responsible building official for construction not designed by a regis-
charge and engineers of record involved in the design of tered design professional.
the project are permitted to act as the approved agency and 1704A.3.1 Content of statement of special inspections.
their personnel are permitted to act as the special inspector The statement of special inspections shall identify the fol-
for the work designed by them, provided they qualify as lowing:
special inspectors.
1. The materials, systems, components and work
1704A.2.2 Access for special inspection. The construc- required to have special inspection or testing by the
tion or work for which special inspection is required shall building official or by the registered design profes-
remain accessible and exposed for special inspection pur- sional responsible for each portion of the work.
poses until completion of the required special inspections.
2. The type and extent of each special inspection.
1704A.2.3 Statement of special inspections. The appli-
cant shall submit a statement of special inspections pre- 3. The type and extent of each test.
pared by the registered design professional in general 4. Additional requirements for special inspection or
responsible charge in accordance with Section 107.1 as a testing for seismic or wind resistance as specified in
condition for construction documents review. This state- Sections 1705A.10, 1705A.11 and 1705A.12.
ment shall be in accordance with Section 1704A.3.
> 5. For each type of special inspection, identification as
1704A.2.4 Report requirement. The inspector(s) of to whether it will be continuous special inspection or
record and special inspectors shall keep records of inspec- periodic special inspection.
tions. The inspector of record and special inspector shall
furnish inspection reports to the building official, and to 1704A.3.2 Seismic requirements in the statement of
the registered design professional in responsible charge as special inspections. Where Section 1705A.11 or
required by the California Administrative Code. Reports 1705A.12 specifies special inspection, testing or certifica-
shall indicate that work inspected was or was not com- tion for seismic resistance, the statement of special inspec-
pleted in conformance to approved construction docu- tions shall identify the equipment/components that require
ments as required by Title 24 Parts 1 and 2. Discrepancies special seismic certification and seismic force-resisting
shall be brought to the immediate attention of the contrac- systems that are subject to special inspections.
tor for correction. If they are not corrected, the discrepan- 1704A.3.3 Wind requirements in the statement of spe-
cies shall be brought to the attention of the building cial inspections. Where Section 1705A.10 specifies spe-

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 SPECIAL INSPECTIONS AND TESTS

cial inspection for wind requirements, the statement of cator's ability to maintain suitable records and procedures
special inspections shall identify the main windforce- such that, at any time during the fabrication process, the
resisting systems and wind-resisting components subject material specification, and grade for the main stress-carry-
to special inspection. ing elements are capable of being determined. Mill test
1704A.4 Contractor responsibility. Each contractor respon- reports shall be identifiable to the main stress-carrying ele-
** sible for the construction of a main wind- or seismic force- ments when required by the approved construction docu-
resisting system, installation of equipment/components ments. ¬
requiring special seismic certification or a wind- or seismic- 1705A.2.1 Structural steel. Special inspections and tests
resisting component listed in the statement of special inspec- of structural steel shall be in accordance with the quality
tions shall submit a written statement of responsibility to the assurance requirements of this section and Chapter 22A.
building official and the owner prior to the commencement of AISC 360, Chapter N and AISC 341, Chapter J are
work on the system or component. The contractor’s statement adopted, except as noted below:
of responsibility shall contain acknowledgement of aware-
ness of the special requirements contained in the statement of The following provisions of AISC 360, Chapter N are
special inspection. not adopted:

** > 1704A.5 Structural observations. The owner shall employ a

registered design professional to perform structural observa-
N4., Item 2. (Quality Assurance Inspector Qualifica-
tions)
tions as defined in Section 1702A. N5., Item 2. (Quality Assurance)
Prior to the commencement of observations, the structural N5., Item 3. (Coordinated Inspection)
observer shall submit to the building official a written state-
N5., Item 4. (Inspection of Welding)
ment identifying the frequency and extent of structural obser-
vations. N7 (Approved Fabricators and Erectors)
At the conclusion of the work included in the permit, the N8 (Nonconforming Material and Workman-
structural observer shall submit to the building official a writ- ship)
ten statement that the site visits have been made and identify In addition to the quality assurance inspection require-
any reported deficiencies which, to the best of the structural ments contained in AISC 360, Section N5, Item 6 (Inspec-
observer’s knowledge, have not been resolved. tion of High Strength Bolting), the requirements of Table
> 1705A.2.1 of the California Building Code shall apply.
SECTION 1705A In addition to the quality assurance requirements con-
tained in AISC 360, Section N6 (Minimum Requirements
REQUIRED VERIFICATION AND INSPECTION
for Inspection of Composite Construction), the require-
1705A.1 General. Verification and inspection of elements of ments of Table 1705A.2.1 of the California Building Code
** buildings and structures shall be as required by this section. shall apply.
1705A.1.1 Special cases. Special inspections shall be In addition to the quality assurance requirements con-
required for proposed work that is, in the opinion of the tained in AISC 341, Chapter J, Section J5 (Inspection
building official, unusual in its nature, such as, but not Tasks), the requirements of Section 1704A.3 and Table
limited to, the following examples: 1705A.2.1 of the California Building Code shall apply.
1. Construction materials and systems that are alterna- 1705A.2.2 Steel construction. Special inspection for steel
>
tives to materials and systems prescribed by this construction shall be in accordance with Table 1705A.2.1
code. and this section.
2. Unusual design applications of materials described 1705A.2.2.1 Welding. Welding inspection and welding
in this code. inspector qualification shall be in accordance with this
3. Materials and systems required to be installed in section. ¬
accordance with additional manufacturer’s instruc- 1705A.2.2.1.1 Cold-formed steel. Welding inspec-
tions that prescribe requirements not contained in tion and welding inspector qualification for cold-
this code or in standards referenced by this code. formed steel floor and roof decks shall be in accor-
** 1705A.2 Steel construction. The special inspections for steel
elements of buildings and structures shall be as required in
dance with AWS D1.3.
1705A.2.2.1.2 Reinforcing steel. Welding inspec-
this section. tion and welding inspector qualification for reinforc-
Exception: Special inspection of the steel fabrication pro- ing steel shall be in accordance with AWS D1.4 and
cess shall not be required where the fabricator does not ACI 318.
¬
perform any welding, thermal cutting or heating operation 1705A.2.2.2 Cold-formed steel trusses spanning 60
of any kind as part of the fabrication process. In such feet or greater. Where a cold-formed steel truss clear
cases, the fabricator shall be required to submit a detailed span is 60 feet (18 288 mm) or greater, the special
procedure for material control that demonstrates the fabri-

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 SPECIAL INSPECTIONS AND TESTS

TABLE 1705A.2.1
REQUIRED VERIFICATION AND INSPECTION OF STEEL CONSTRUCTION
REFERENCED CBC
VERIFICATION AND INSPECTION CONTINUOUS PERIODIC
STANDARDa REFERENCE
1. Material verification of high-strength bolts, nuts and washers:
a. Identification markings to conform to ASTM standards specified AISC 360,
in the approved construction documents. Section A3.3 and
— X —
applicable ASTM
material standards
b. Manufacturer's certificate of compliance required. — X — —
2. Inspection of high-strength bolting:
a. Snug-tight joints. — X —
b. Pretensioned and slip-critical joints using turn-of-nut with
AISC 360,
matchmarking, twist-off bolt or direct tension indicator methods — X —
Section M2.5
of installation
c. Pretensioned and slip-critical joints using turn-of-nut without
X — —
matchmarking or calibrated wrench methods of installation.
3. Material verification of structural steel and cold-formed steel deck:
a. For structural steel, identification markings to conform to AISC AISC 360,
— X 2203A.1
360. Section A3.1
b. For other steel, identification markings to conform to ASTM Applicable ASTM
— X
standards specified in the approved construction documents. material standards
c. Manufacturer's certified test reports. — X — —
4. Material verification of weld filler materials:
a. Identification markings to conform to AWS specification in the AISC 360,
approved construction documents. — X Section A3.5 and
—
applicable AWS A5
documents
b. Manufacturer's certificate of compliance required. — X — —
5. Inspection of welding:
a. Structural steel and cold-formed steel deck:
1. Complete and partial joint penetration groove welds X —
2. Multipass fillet welds. X —
3. Single-pass fillet welds > 5/16" X — AWS D1.1 1705A.2.2
4.Plug and slot welds. X —
5. Single-pass fillet welds ≤ 5/16" — X
6. Floor and roof deck welds. — X AWS D1.3 —
b. Reinforcing steel:
1. Verification of weldability of reinforcing steel other than
— X —
ASTM A 706.
2. Reinforcing steel resisting flexural and axial forces in
intermediate and special moment frames, and boundary X AWS D1.4. ACI 318:
— —
elements of special structural walls of concrete and shear Section 3.5.2
reinforcement.
3. Shear reinforcement. X —
4. Other reinforcing steel. — X —
6. Inspection of steel frame joint details for compliance:
a. Details such as bracing and stiffening. — X —
b. Member locations. — X — 1705A.2.2
c. Application of joint details at each connection. — X —
For SI: 1 inch = 25.4 mm.
a. Where applicable, see also Section 1705A.11, Special inspections for seismic resistance.

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SPECIAL INSPECTIONS AND TESTS

inspector shall verify that the temporary installation 1705A.3 Concrete construction. The special inspections and
restraint/bracing and the permanent individual truss verifications for concrete construction shall be as required by
member restraint/bracing are installed in accordance this section and Table 1705A.3.
with the approved truss submittal package. Exception: Special inspections shall not be required for
1705A.2.2.3 Steel joist and joist girder inspection. concrete patios, driveways and sidewalks, on grade. >
Special inspection is required during the manufacture 1705A.3.1 Materials. In the absence of sufficient data or
and welding of steel joists or joist girders. The special documentation providing evidence of conformance to
inspector shall verify that proper quality control proce- quality standards for materials in Chapter 3 of ACI 318,
dures and tests have been employed for all materials the building official shall require testing of materials in
and the manufacturing process, and shall perform accordance with the appropriate standards and criteria for
visual inspection of the finished product. The special the material in Chapter 3 of ACI 318. Weldability of rein-
inspector shall place a distinguishing mark, and/or tag forcement, except that which conforms to ASTM A 706,
with this distinguishing mark, on each inspected joist shall be determined in accordance with the requirements
or joist girder. This mark or tag shall remain on the of Section 3.5.2 of ACI 318.
joist or joist girder throughout the job site receiving
and erection process. 1705A.3.2 Batch plant inspection. Except as provided
under Section 1705A.4.3, the quality and quantity of materi-
1705A.2.2.4 Light-framed steel truss inspection. The als used in transit-mixed concrete and in batched aggregates
manufacture of cold-formed light framed steel trusses shall be continuously inspected by an approved special
shall be continuously inspected by a qualified special inspector at the location where materials are measured.
inspector approved by the enforcement agency. The
special inspector shall verify conformance of materials 1705A.3.3 Waiver of continuous batch plant inspection.
and manufacture with approved plans and specifica- Continuous batch plant inspection may be waived by the
tions. The special inspector shall place a distinguishing registered design professional, subject to approval by the
mark, and/or tag with this distinguishing mark, on each enforcement agency under either of the following condi-
inspected truss. This mark or tag shall remain on the tions:
truss throughout the job site receiving and erection 1. The concrete plant complies fully with the require-
process. ments of ASTM C 94, Sections 8 and 9, and has a
1705A.2.2.5 Inspection of structural welding. Inspec- current certificate from the National Ready Mixed
tion of all shop and field welding operations shall be Concrete Association or another agency acceptable
made by a qualified welding inspector approved by the to the enforcement agency. The certification shall
enforcement agency. The minimum requirements for a indicate that the plant has automatic batching and
qualified welding inspector shall be as those for an recording capabilities.
AWS certified welding inspector (CWI), as defined in 2. For single -story light-framed - buildings and iso-
the provisions of the AWS QC1. All welding inspectors lated foundations supporting equipment only, where
shall be as approved by the enforcement agency. the specified compressive strength f 'c of the con-
The welding inspector shall make a systematic daily crete delivered to the jobsite is 3,500 psi (24.13
record of all welds. In addition to other required MPa) and where the f 'c used in design is not greater
records, this record shall include: than 3,000 psi (20.68 MPa).
1. Identification marks of welders. When continuous batch plant inspection is
waived, the following periodic inspection require-
2. List of defective welds. ments shall apply and shall be described in the con-
3. Manner of correction of defects. struction documents:
The welding inspector shall check the material, 1. Qualified technician of the testing laboratory
details of construction and procedure, as well as work- shall check the first batch at the start of the
manship of the welds. The inspector shall verify that the day.
installation of end-welded stud shear connectors is in 2. Licensed weighmaster to positively identify
accordance with the requirements of AWS D1.1 and the materials as to quantity and certify to each
approved plans and specifications. The inspector shall load by a batch ticket.
furnish the architect, structural engineer, and the
enforcement agency with a verified report that the 3. Batch tickets, including material quantities
welding is proper and has been done in conformity with and weights shall accompany the load, shall
AWS D1.1, D1.8, and the approved construction docu- be transmitted to the inspector of record by a
ments. truck driver with load identified thereon. The
load shall not be placed without a batch ticket
identifying the mix. The inspector will keep a

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 SPECIAL INSPECTIONS AND TESTS

TABLE 1705A.3
REQUIRED VERIFICATION AND INSPECTION OF CONCRETE CONSTRUCTION
VERIFICATION AND REFERENCED IBC
CONTINUOUS PERIODIC
INSPECTION STANDARDa REFERENCE
1. Inspection of reinforcing steel, including
— X ACI 318: 3.5, 7.1-7.7 1910.4
prestressing tendons, and placement.
2. Inspection of reinforcing steel welding
AWS D1.4
in accordance with Table 1705.2.2, Item — — —
ACI 318: 3.5.2
2b.
3. Inspection of anchors cast in concrete
where allowable loads have been ACI 318: 1908.5,
— X
increased or where strength design is 8.1.3, 21.2.8 1909.1
used.
4. Inspection of anchors post-installed in ACI 318:
— X 1909.1
hardened concrete membersb. 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, 1910.2, 1910.3
6. At the time fresh concrete is sampled to
fabricate specimens for strength tests, ASTM C 172
perform slump and air content tests, and X — ASTM C 31 1910.10
determine the temperature of the con- ACI 318: 5.6, 5.8
crete.
7. Inspection of concrete and shotcrete
placement for proper application tech- X — ACI 318: 5.9, 5.10 1910.6, 1910.7, 1910.8
niques.
8. Inspection for maintenance of specified
— X ACI 318: 5.11-5.13 1910.9
curing temperature and techniques.
9. Inspection of prestressed concrete:
a. Application of prestressing forces. X ACI 318: 18.20
b. Grouting of bonded prestressing ten- X ACI 318: 18.18.4
— —
dons in the seismic force-resisting
system.
10. Erection of precast concrete members. — X ACI 318: Ch. 16 —
11. Verification of in-situ concrete strength,
prior to stressing of tendons in post-ten-
sioned concrete and prior to removal of — X ACI 318: 6.2 —
shores and forms from beams and struc-
tural slabs.
12. Inspect formwork for shape, location
and dimensions of the concrete member — X ACI 318: 6.1.1 —
being formed.
13. Inspection of adhesive anchors in hori-
— X ACI 318: D.9.2.2 —
zontal and upwardly inclined positions.c
For SI: 1 inch = 25.4 mm.
a. Where applicable, see also Section 1705.11, Special inspections for seismic resistance.
b. Specific requirements for special inspection shall be included in the research report for the anchor issued by an approved source in accordance with ACI 355.2
or other qualification procedures. Where specific requirements are not provided, special inspection requirements shall be specified by the registered design
professional and shall be approved by the building official prior to the commencement of the work.
c. Installation of all adhesive anchors in horizontal and upwardly inclined positions shall be performed by an ACI/CRSI certified adhesive anchor installer.

daily record of placements, identifying each 1. In addition to the general inspection required for
truck, its load, and time of receipt, and concrete work, all plant fabrication of prestressed
approximate location of deposit in the struc- concrete members or tensioning of posttensioned
ture and will transmit a copy of the daily members constructed at the site shall be continu-
record to the enforcement agency. ously inspected by an inspector specially approved
1705A.3.4 Inspection of prestressed concrete. for this purpose by the enforcement agency.

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 SPECIAL INSPECTIONS AND TESTS

2. The prestressed concrete plant fabrication inspector with TMS 402/ACI 530/ASCE 5 Level B Quality Assur-
shall check the materials, equipment, tensioning ance.
¬
procedure and construction of the prestressed mem-
bers and prepare daily written reports. The inspec-
1705A.4.2 Vertical masonry foundation elements. Spe-
cial inspection shall be performed in accordance with Sec-
**
tor shall make a verified report identifying the tion 1705.4 for vertical masonry foundation elements.
members by mark and shall include such pertinent
data as lot numbers of tendons used, tendon jacking 1705A.5 Wood construction. Special inspections of the fab-
forces, age and strength of concrete at time of ten- rication process of prefabricated wood structural elements
don release and such other information that may be and assemblies shall be in accordance with Section 1704A.2.5
required. except as modified in this section. Special inspections of site-
built assemblies shall be in accordance with this section.
3. The inspector of prestressed members posttensioned
at the site shall check the condition of the prestress- 1705A.5.1 High-load diaphragms. High-load dia-
ing tendons, anchorage assemblies and concrete in phragms designed in accordance with Section 2306.2 shall
the area of the anchorage, the tensioning equipment be installed with special inspections as indicated in Sec-
and the tensioning procedure and prepare daily tion 1704A.2. The special inspector shall inspect the wood
written reports. The inspector shall make a verified structural panel sheathing to ascertain whether it is of the
report of the prestressing operation identifying the grade and thickness shown on the approved building
members or tendons by mark and including such plans. Additionally, the special inspector must verify the
pertinent data as the initial cable slack, net elonga- nominal size of framing members at adjoining panel
tion of tendons, jacking force developed, and such edges, the nail or staple diameter and length, the number
other information as may be required. of fastener lines and that the spacing between fasteners in
each line and at edge margins agrees with the approved
4. The verified reports of construction shall show that building plans.
of the inspector's own personal knowledge, the work 1705A.5.2 Metal-plate-connected wood trusses span-
covered by the report has been performed and mate- ning 60 feet or greater. Where a truss clear span is 60 feet
rials used and installed in every material respect in (18 288 mm) or greater, the special inspector shall verify
compliance with the duly approved plans and speci- that the temporary installation restraint/bracing and the
fications for plant fabrication inspection. The veri- permanent individual truss member restraint/bracing are
fied report shall be accompanied by test reports installed in accordance with the approved truss submittal
required for materials used. For site posttensioning package.
inspections the verified report shall be accompanied
by copies of calibration charts, certified by an 1705A.5.3 Wood structural elements and assemblies.
approved testing laboratory, showing the relation- Special inspection of wood structural elements and assem-
ship between gage readings and force applied by the blies is required, as specified in this section, to ensure
jacks used in the prestressing procedure conformance with approved drawings and specifications,
and applicable standards.
1705A.3.5 Concrete preplacement inspection. Concrete
shall not be placed until the forms and reinforcement have The special inspector shall furnish a verified report to
been inspected, all preparations for the placement have the design professional in general responsible charge of
been completed, and the preparations have been checked construction observation, the structural engineer, and the
by the inspector of record. enforcement agency, in accordance with the California
Administrative Code and this chapter. The verified report
1705A.3.6 Placing record. A record shall be kept on the shall list all inspected members or trusses, and shall indi-
site of the time and date of placing the concrete in each cate whether or not the inspected members or trusses con-
portion of the structure. Such record shall be kept until the form with applicable standards and the approved
completion of the structure and shall be open to the drawings and specifications. Any nonconforming items
inspection of the enforcement agency. shall be indicated on the verified report.
1705A.4 Masonry construction. Masonry construction shall 1705A.5.4 Structural glued laminated timber. Manufac-
be inspected and verified in accordance with TMS 402/ACI ture of all structural glued laminated timber shall be con-
530/ASCE 5 and TMS 602/ACI 530.1/ASCE 6 quality assur- tinuously inspected by a qualified special inspector
ance program, as set forth in Table 1.19.3, Level C require- approved by the enforcement agency.
ments. Inspection and testing of post-installed anchors in The special inspector shall verify that proper quality
masonry shall be required in accordance with requirements control procedures and tests have been employed for all
for concrete in Chapters 17A and 19A materials and the manufacturing process, and shall per-
> form visual inspection of the finished product. Each
1705A.4.1 Glass unit masonry and masonry veneer in
Risk Categories II, III, or IV. The minimum special inspected member shall be stamped by the special inspec-
> inspection program for glass unit masonry or masonry tor with an identification mark.
veneer designed by Section 2110A or Chapter 14, respec- Exception: Special Inspection is not required for non-
tively, in structures classified as Risk Categories II, III, or custom members of 51/8 inch maximum width and 18
IV, in accordance with Section 1604A.5, shall comply inch maximum depth, and with a maximum clear span

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 SPECIAL INSPECTIONS AND TESTS

of 32 feet, manufactured and marked in accordance The duties of the geotechnical engineer or his or her
with ANSI/AITC A 190.1 Section 6.1.1 for noncustom qualified representative shall include, but need not be lim-
members. ited to, theinspection of cleared areas and benches pre-
1705A.5.5 Manufactured open web trusses. The manu- pared to receive fill; inspection of the removal of all
facture of open web trusses shall be continuously unsuitable soils and other materials; the approval of soils
inspected by a qualified special inspector approved by the to be used as fill material; the inspection of placement and
enforcement agency. compaction of fill materials; the testing of the completed
fills; the inspection or review of geotechnical drainage
The special inspector shall verify that proper quality devices, buttress fills or other similar protective measures
control procedures and tests have been employed for all in accordance with the approved construction documents.
materials and the manufacturing process, and shall per-
form visual inspection of the finished product. Each A verified report shall be submitted by the geotechnical
inspected truss shall be stamped with an identification engineer as required by the California Administrative
mark by the special inspector. Code. The report shall indicate that all tests and inspec-
tion required by the approved construction documents
1705A.5.6 Timber connectors. The installation of all split were completed and that the tested materials and/or
ring and shear plate timber connectors, and timber rivets inspected work meet the requirements of the approved
shall be continuously inspected by a qualified inspector construction documents.
approved by the enforcement agency. The inspector shall
furnish the architect, structural engineer and the enforce- 1705A.7 Driven deep foundations. Special inspections shall
ment agency with a report duly verified by him that the be performed during installation and testing of driven deep
materials, timber connectors and workmanship conform to foundation elements as required by Table 1705A.7. The
the approved plans and specifications. approved instruction documents prepared by the registered
design professionals, shall be used to determine compliance.
1705A.6 Soils. Special inspections for existing site soil con-
ditions, fill placement and load-bearing requirements shall be 1705A.7.1 Driven deep foundations observation. The
as required by this section and Table 1705A.6. The approved installation of driven deep foundations shall be continu-
geotechnical report, and the construction documents prepared ously observed by a qualified representative of the geo-
by the registered design professionals shall be used to deter- technical engineer responsible for that portion of the
mine compliance. During fill placement, the special inspector project.
shall determine that proper materials and procedures are used The representative of the geotechnical engineer shall
in accordance with the provisions of the approved geotechni- make a report of the deep foundation pile-driving opera-
cal report. tion giving such pertinent data as the physical characteris-
Exception: Where Section 1803A does not require report- tics of the deep foundation pile-driving equipment,
ing of materials and procedures for fill placement, the spe- identifying marks for each deep foundation pile, the total
cial inspector shall verify that the in-place dry density of depth of embedment for each deep foundation; and when
the compacted fill is not less than 90 percent of the maxi- the allowable deep foundation pile loads are determined
mum dry density at optimum moisture content determined by a dynamic load formula, the design formula used, and
in accordance with ASTM D 1557. the permanent penetration under the last 10 blows. One
copy of the report shall be sent to the enforcement agency.
1705A.6.1 Soil fill. All fills used to support the founda-
tions of any building or structure shall be continuously 1705A.8 Cast-in-place deep foundations. Special inspec-
inspected by the geotechnical engineer or his or her quali- tions shall be performed during installation and testing of
fied representative. It shall be the responsibility of the cast-in-place deep foundation elements as required by Table
geotechnical engineer to verify that fills meet the require- 1705.8. The approved geotechnical report, and the construc-
ments of the approved construction documents and to tion documents prepared by the registered design profession-
coordinate all fill inspection and testing during the con- als, shall be used to determine compliance.
struction involving such fills.

TABLE 1705A.6
REQUIRED VERIFICATION AND INSPECTION OF SOILS
VERIFICATION AND INSPECTION TASK CONTINUOUS DURING TASK LISTED PERIODICALLY DURING TASK LISTED
1. Verify materials below shallow foundations are adequate to
— X
achieve the design bearing capacity.
2. Verify excavations are extended to proper depth and have
— X
reached proper material.
3. Perform classification and testing of compacted fill materials. — X
4. Verify use of proper materials, densities and lift thicknesses
X —
during placement and compaction of compacted fill.
5. Prior to placement of compacted fill, observe subgrade and
— X
verify that site has been prepared properly.

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 SPECIAL INSPECTIONS AND TESTS

TABLE 1705A.7
REQUIRED VERIFICATION AND INSPECTION OF DRIVEN DEEP FOUNDATION ELEMENTS
VERIFICATION AND INSPECTION TASK CONTINUOUS DURING TASK LISTED PERIODICALLY DURING TASK LISTED
1. Verify element materials, sizes and lengths comply with the
X —
requirements.
2. Determine capacities of test elements and conduct additional
X —
load tests, as required.
3. Observe driving operations and maintain complete and accurate
X —
records for each element.
4. Verify placement locations and plumbness, confirm type and
size of hammer, record number of blows per foot of penetra-
tion, determine required penetrations to achieve design capac- X —
ity, record tip and butt elevations and document any damage to
foundation element.
5. For steel elements, perform additional inspections in accordance
— —
with Section 1705A.2.
6. For concrete elements and concrete-filled elements, perform
— —
additional inspections in accordance with Section 1705A.3.
7. For specialty elements, perform additional inspections as deter-
mined by the registered design professional in responsible — —
charge.

TABLE 1705.8
REQUIRED VERIFICATION AND INSPECTION OF CAST-IN-PLACE DEEP FOUNDATION ELEMENTS
VERIFICATION AND INSPECTION TASK CONTINUOUS DURING TASK LISTED PERIODICALLY DURING TASK LISTED
1. Observe drilling operations and maintain complete and accu-
X —
rate records for each element.
2. Verify placement locations and plumbness, confirm element
diameters, bell diameters (if applicable), lengths, embed-
X —
ment into bedrock (if applicable) and adequate end-bearing
strata capacity. Record concrete or grout volumes.
3. For concrete elements, perform additional inspections in
— —
accordance with Section 1705.3.

1705A.9 Helical pile foundations. Special inspections shall 1705A.10.1 Structural wood. Continuous special inspec-
be performed continuously during installation of helical pile tion is required during field gluing operations of elements
foundations. The information recorded shall include installa- of the main windforce-resisting system. Periodic special
tion equipment used, pile dimensions, tip elevations, final inspection is required for nailing, bolting, anchoring and
depth, final installation torque and other pertinent installation other fastening of components within the main windforce-
data as required by the registered design professional in resisting system, including wood shear walls, wood dia-
responsible charge. The approved geotechnical report and the phragms, drag struts, braces and hold-downs.
construction documents prepared by the registered design >
1705A.10.2 Cold-formed steel light-frame construction.
professional shall be used to determine compliance. Periodic special inspection is required during welding
*
** 1705A.10 Special inspections for wind resistance. Special
inspections itemized in Sections 1705A.10.1 through
operations of elements of the main windforce-resisting
system. Periodic special inspection is required for screw
1705A.10.3, unless exempted by the exceptions to Section attachment, bolting, anchoring and other fastening of com-
1704A.2, are required for buildings and structures constructed ponents within the main windforce-resisting system,
in the following areas: including shear walls, braces, diaphragms, collectors (drag
1. In wind Exposure Category B, where Vasd as determined struts) and hold-downs. >
in accordance with Section 1609.3.1 is 120 miles per 1705A.10.3 Wind-resisting components. Periodic special
hour (52.8 m/sec) or greater. inspection is required for the following systems and com-
2. In wind Exposure Category C or D, where Vasd as deter- ponents:
mined in accordance with Section 1609.3.1 is 110 mph 1. Roof cladding.
(49 m/sec) or greater. 2. Wall cladding.

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 SPECIAL INSPECTIONS AND TESTS

1705A.11 Special inspections for seismic resistance. Spe- 1. Periodic special inspection is required during the
cial inspections itemized in Sections 1705A.11.1 through anchorage of electrical equipment for emergency or
1705A.11.8, unless exempted by the exceptions of Section standby power systems in structures assigned to >
1704A.2, are required for the following: Seismic Design Category D, E or F;
1. The seismic force-resisting systems in structures 2. Periodic special inspection is required during the
assigned to Seismic Design Category D, E or F in anchorage of other electrical equipment in structures
accordance with Sections 1705A.11.1 through assigned to Seismic Design Category D, E or F;
1705A.11.3, as applicable. 3. Periodic special inspection is required during the
2. Equipment/components requiring special seismic certi- installation and anchorage of piping systems
fication assigned to Seismic Design Category D, E or F designed to carry hazardous materials and their
in accordance with Section 1705A.11.4. associated mechanical units in structures assigned to >
Seismic Design Category D, E or F;
3. Architectural, mechanical and electrical components in
accordance with Sections 1705A.11.5 and 1705A.11.6. 4. Periodic special inspection is required during the
installation and anchorage of ductwork designed to
4. Storage racks in structures assigned to Seismic Design carry hazardous materials in structures assigned to
Category D, E or F in accordance with Section Seismic Design Category D, E or F; and
>
1705A.11.7.
5. Periodic special inspection is required during the
5. Seismic isolation and damping systems in accordance installation and anchorage of vibration isolation sys-
with Section 1705A.11.8. tems in structures assigned to Seismic Design Cate-
> gory D, E or F where the construction documents
>
1705A.11.1 Structural steel. Special inspection for struc-
tural steel shall be in accordance with the quality assur- require a nominal clearance of 1/4 inch (6.4 mm) or
ance requirements of AISC 341 as modified by Section less between the equipment support frame and
1705A.2.1 of this code. restraint.
>
1705A.11.2 Structural wood. Continuous special inspec- 1705A.11.7 Storage racks. Periodic special inspection is *
tion is required during field gluing operations of elements required during the anchorage of storage racks 8 feet
of the seismic force-resisting system. Periodic special (2438 mm) or greater in height in structures assigned to
inspection is required for nailing, bolting, anchoring and Seismic Design Category D, E or F.
other fastening of components within the seismic force- 1705A.11.8 Seismic isolation and damping systems. Peri-
resisting system, including wood shear walls, wood dia- odic special inspection shall be provided for seismic isola-
phragms, drag struts, braces, shear panels and hold-downs. tion systems during the fabrication and installation of
> isolator units and energy dissipation devices. Continuous
1705A.11.3 Cold-formed steel light-frame construction.
Periodic special inspection is required during welding special inspection is required for prototype and produc-
operations of elements of the seismic force-resisting sys- tion testing of isolator units and damping devices.
tem. Periodic special inspection is required for screw 1705A.12 Testing and certification for seismic resistance.
attachment, bolting, anchoring and other fastening of com- The testing and certification specified in Sections 1705A.12.1
ponents within the seismic force-resisting system, includ- through 1705A.12.4, unless exempted from special inspec-
ing shear walls, braces, diaphragms, collectors (drag tions by the exceptions of Section 1704A.2 are required as
struts) and hold-downs. follows:
>
¬ 1705A.11.4 Special inspection for special seismic certifi- 1. The seismic force-resisting systems in structures >
cation. The special inspector shall examine equipment and assigned to Seismic Design Category D, E or F shall
components requiring special seismic certification in meet the requirements of Sections 1705A.12.1 and
accordance with Section 1705A.12.4 and verify that the 1705A.12.2, as applicable.
label, anchorage or mounting conforms to the certificate of 2. Equipment and components in structures assigned to
compliance. Seismic Design Category D, E or F shall comply with
>
1705A.11.5 Architectural components. Periodic special the special seismic certification requirements of Sec-
inspection is required during the erection and fastening of tion 1705A.12.4.
exterior cladding, interior and exterior nonbearing walls, 3. Architectural, mechanical and electrical components in
ceilings, and interior and exterior veneer in structures structures assigned to Seismic Design Category D, E or
assigned to Seismic Design Category D, E or F. F and where the requirements of ASCE 7 Section
> 13.2.1, Item 2, are met by submittal of manufacturer’s
1705A.11.5.1 Access floors. Periodic special inspec- >
tion is required for the anchorage of access floors in certification, shall comply with Section 1705A.12.3.
structures assigned to Seismic Design Category D, E or 4. The seismic isolation system in seismically isolated
F. structures and damping devices, shall meet the testing
1705A.11.6 Mechanical and electrical components. requirements of Section 1705A.12.5.
Special inspection for mechanical and electrical compo- 1705A.12.1 Concrete reinforcement. Where reinforce-
nents shall be as follows: ment complying with ASTM A 615 is used to resist earth-

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 SPECIAL INSPECTIONS AND TESTS

quake-induced flexural and axial forces in special moment 1705A.12.4.1 Special seismic certification shall be >
frames, special structural walls and coupling beams con- required for the following systems, equipment, and >
necting special structural walls, in structures assigned to components:
Seismic Design Category B, C, D, E or F, the reinforce- 1. Emergency and standby power systems.
>
ment shall comply with Section 21.1.5.2 of ACI 318. Cer-
tified mill test reports shall be provided for each shipment 2. Elevator equipment (excluding elevator cabs).
of such reinforcement. Where reinforcement complying
>
3. Components with hazardous contents.
with ASTM A 615 is to be welded, chemical tests shall be 4. Exhaust and smoke control fans.
performed to determine weldability in accordance with
Section 3.5.2 of ACI 318. 5. Switchgear and switchboards.
1705A.12.2 Structural steel. Testing for structural steel 6. Motor control centers.
shall be in accordance with the quality assurance require- 7. Radiography and fluoroscopy systems in fluo-
ments of AISC 341. roscopy rooms.
Exception: Testing for structural steel in structures 8. CT (Computerized Tomography) systems.
assigned to Seismic Design Category C that are not
specifically detailed for seismic resistance, with a 9. Air conditioning units.
response modification coefficient, R, of 3 or less, 10. Air handling units.
excluding cantilever column systems. 11. Chillers, evaporators, and condensers.
¬
1705A.12.3 Manufacturer’s certification of nonstruc- 12. Cooling towers.
tural components. The registered design professional
shall specify on the construction documents the require- 13. Transformers.
ments for manufacturer’s certification by analysis, testing 14. Electrical substations.
> or experience data for nonstructural components, in accor- >
15. UPS and batteries.
dance with Section 13.2.1, Item 2 of ASCE 7, where such >
certification is required by Section 1705A.12. 16. Distribution panels.
¬ >
Seismic sway braces satisfying requirements of FM 17. Control panels.
1950 shall be deemed to satisfy the requirements of this 18. Power isolation and correction systems.
Section.
19. Motorized surgical lighting systems.
1705A.12.4 Special seismic certification. [OSHPD 1 & 4]
The registered design professional shall specify on the 20. Motorized operating table systems.
>
construction documents the requirements for special seis- Exceptions:
mic certification by analysis, testing or experience data for 1. Equipment and components weighing not
equipment and components listed in Section 1705A.12.4.1. more than 20 lbs. supported directly on
Active or energized equipment and components shall be structures (and not mounted on other
certified exclusively on the basis of approved shake table equipment or components) with supports
> testing in accordance with ICC-ES AC 156. and attachments in accordance with this
code.
Minimum of two equipment/components shall be tested
for a product line with similar structural configuration. 2. Movable (mobile) and temporary equip-
Where a range of products are tested, the two equipment/compo- ment/components that are not anchored to
nents shall be either the largest and smallest, or approved structure or permanently attached to the
alternative representative equipment/components. building utility services such as electricity,
Exception: When a single product (and not a product gas or water. For the purposes of this
line with more than one product with variations) is cer- requirement, “permanently attached” shall
tified and manufacturing process is ISO 9001 certified, include all electrical connections except
plugs for duplex receptacles.
> one test shall be permitted.
All tests shall be performed by an independent labora- 3. Pipes, ducts, conduits and cable trays,
tory having accreditation to the International Standards excluding in-line equipment and compo-
Organization (ISO) accreditation standard 17025 or shall nents.
be under the responsible charge of an independent Cali- 4. Underground tanks.
fornia licensed engineer. Test reports shall be reviewed 5. Electric motors and pumps not more than
and accepted by an independent California licensed struc- 10 hp rigidly supported directly on struc-
tural engineer. tures (and not mounted on other equipment
For a multicomponent system, where active or ener- or components) with supports and attach-
gized components are certified by tests, connecting ele- ments in accordance with this code.
ments, attachments, and supports can be justified by
supporting analysis.

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 SPECIAL INSPECTIONS AND TESTS

1705A.12.5 Seismic isolation and damping systems. fire-resistant materials shall be selected in accordance
Seismic isolation and damping systems shall be tested in with Sections 1705A.13.4.2 and 1705A.13.4.3.
accordance with Sections 17.8 and 18.9 of ASCE 7. 1705A.13.4.2 Floor, roof and wall assemblies. The
Prototype and production testing and associated thickness of the sprayed fire-resistant material applied
acceptance criteria for isolator units and damping devices to floor, roof and wall assemblies shall be determined
shall be subject to preapproval by the building official. in accordance with ASTM E 605, making not less than
Testing exemption for similar units shall require approval four measurements for each 1,000 square feet (93 m2)
by the building official. of the sprayed area, or portion thereof, in each story.
1705A.13 Sprayed fire-resistant materials. Special inspec- 1705A.13.4.3 Cellular decks. Thickness measure-
tions for sprayed fire-resistant materials applied to floor, roof ments shall be selected from a square area, 12 inches by
and wall assemblies and structural members shall be in accor- 12 inches (305 mm by 305 mm) in size. A minimum of
dance with Sections 1705.13.1 through 1705.13.6. Special four measurements shall be made, located symmetri-
inspections shall be based on the fire-resistance design as cally within the square area.
designated in the approved construction documents. The tests
1705A.13.4.4 Fluted decks. Thickness measurements
set forth in this section shall be based on samplings from spe-
shall be selected from a square area, 12 inches by 12
cific floor, roof and wall assemblies and structural members.
inches (305 mm by 305 mm) in size. A minimum of
Special inspections shall be performed after the rough instal-
four measurements shall be made, located symmetri-
lation of electrical, automatic sprinkler, mechanical and
cally within the square area, including one each of the
plumbing systems and suspension systems for ceilings, where
following: valley, crest and sides. The average of the
applicable.
measurements shall be reported.
1705A.13.1 Physical and visual tests. The special inspec-
tions shall include the following tests and observations to 1705A.13.4.5 Structural members. The thickness of
demonstrate compliance with the listing and the fire-resis- the sprayed fire-resistant material applied to structural
tance rating: members shall be determined in accordance with
ASTM E 605. Thickness testing shall be performed on
1. Condition of substrates. not less than 25 percent of the structural members on
2. Thickness of application. each floor.
3. Density in pounds per cubic foot (kg/m3). 1705A.13.4.6 Beams and girders. At beams and gird-
ers thickness measurements shall be made at nine loca-
4. Bond strength adhesion/cohesion. tions around the beam or girder at each end of a 12-inch
5. Condition of finished application. (305 mm) length.
1705A.13.2 Structural member surface conditions. The 1705A.13.4.7 Joists and trusses. At joists and trusses,
surfaces shall be prepared in accordance with the approved thickness measurements shall be made at seven loca-
fire-resistance design and the written instructions of tions around the joist or truss at each end of a 12-inch
approved manufacturers. The prepared surface of struc- (305 mm) length.
tural members to be sprayed shall be inspected before the
1705A.13.4.8 Wide-flanged columns. At wide-
application of the sprayed fire-resistant material.
flanged columns, thickness measurements shall be
1705A.13.3 Application. The substrate shall have a mini- made at 12 locations around the column at each end of
mum ambient temperature before and after application as a 12-inch (305 mm) length.
specified in the written instructions of approved manufac-
turers. The area for application shall be ventilated during 1705A.13.4.9 Hollow structural section and pipe col-
and after application as required by the written instructions umns. At hollow structural section and pipe columns,
of approved manufacturers. thickness measurements shall be made at a minimum of
four locations around the column at each end of a 12-
1705A.13.4 Thickness. No more than 10 percent of the inch (305 mm) length.
thickness measurements of the sprayed fire-resistant mate-
1705A.13.5 Density. The density of the sprayed fire-resis-
rials applied to floor, roof and wall assemblies and struc-
tant material shall not be less than the density specified in
tural members shall be less than the thickness required by
the approved fire-resistance design. Density of the sprayed
the approved fire-resistance design, but in no case less
fire-resistant material shall be determined in accordance
than the minimum allowable thickness required by Section
with ASTM E 605. The test samples for determining the
1705A.13.4.1.
density of the sprayed fire-resistant materials shall be
1705A.13.4.1 Minimum allowable thickness. For selected as follows:
design thicknesses 1 inch (25 mm) or greater, the mini-
mum allowable individual thickness shall be the design 1. From each floor, roof and wall assembly at the rate
thickness minus 1/4 inch (6.4 mm). For design thick- of not less than one sample for every 2,500 square
nesses less than 1 inch (25 mm), the minimum allow- feet (232 m2) or portion thereof of the sprayed area
able individual thickness shall be the design thickness in each story.
minus 25 percent. Thickness shall be determined in 2. From beams, girders, trusses and columns at the rate
accordance with ASTM E 605. Samples of the sprayed of not less than one sample for each type of struc-

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 SPECIAL INSPECTIONS AND TESTS

tural member for each 2,500 square feet (232 m2) of 1705A.16 Fire-resistant penetrations and joints. In high-
floor area or portion thereof in each story. rise buildings or in buildings assigned to Risk Category III or
1705A.13.6 Bond strength. The cohesive/adhesive bond IV in accordance with Section 1604A.5, special inspections
strength of the cured sprayed fire-resistant material for through-penetrations, membrane penetration firestops,
applied to floor, roof and wall assemblies and structural fire-resistant joint systems, and perimeter fire barrier systems
members shall not be less than 150 pounds per square foot that are tested and listed in accordance with Sections
(psf) (7.18 kN/m2). The cohesive/adhesive bond strength 714A.3.1.2, 714A.4.1.2, 715A.3 and 715A.4 shall be in accor-
shall be determined in accordance with the field test speci- dance with Section 1705A.16.1 or 1705A.16.2.
fied in ASTM E 736 by testing in-place samples of the 1705A.16.1 Penetration firestops. Inspections of penetra-
sprayed fire-resistant material selected in accordance with tion firestop systems that are tested and listed in accor-
Sections 1705A.13.6.1 through 1705A.13.6.3. dance with Sections 714A.3.1.2 and 714A.4.1.2 shall be
1705A.13.6.1 Floor, roof and wall assemblies. The conducted by an approved inspection agency in accor-
test samples for determining the cohesive/adhesive dance with ASTM E 2174.
bond strength of the sprayed fire-resistant materials
1705A.16.2 Fire-resistant joint systems. Inspection of
shall be selected from each floor, roof and wall assem-
fire-resistant joint systems that are tested and listed in
bly at the rate of not less than one sample for every
accordance with Sections 715A.3 and 715A.4 shall be con-
2,500 square feet (232 m2) of the sprayed area, or por-
ducted by an approved inspection agency in accordance
tion thereof, in each story.
with ASTM E 2393.
1705A.13.6.2 Structural members. The test samples
for determining the cohesive/adhesive bond strength of 1705A.17 Special inspection for smoke control. Smoke
the sprayed fire-resistant materials shall be selected control systems shall be tested by a special inspector.
from beams, girders, trusses, columns and other struc- 1705A.17.1 Testing scope. The test scope shall be as fol-
tural members at the rate of not less than one sample for lows:
each type of structural member for each 2,500 square
feet (232 m2) of floor area or portion thereof in each 1. During erection of ductwork and prior to conceal-
story. ment for the purposes of leakage testing and record-
1705A.13.6.3 Primer, paint and encapsulant bond ing of device location.
tests. Bond tests to qualify a primer, paint or encapsu- 2. Prior to occupancy and after sufficient completion
lant shall be conducted when the sprayed fire-resistant for the purposes of pressure difference testing, flow
material is applied to a primed, painted or encapsulated measurements and detection and control verifica-
surface for which acceptable bond-strength perfor- tion.
mance between these coatings and the fire-resistant
material has not been determined. A bonding agent 1705A.17.2 Qualifications. Special inspection agencies
approved by the SFRM manufacturer shall be applied for smoke control shall have expertise in fire protection
to a primed, painted or encapsulated surface where the engineering, mechanical engineering and certification as
air balancers.
bond strengths are found to be less than required val-
ues. *
¬
1705A.18 Shotcrete. All shotcrete work shall be continuously
1705A.14 Mastic and intumescent fire-resistant coatings. inspected during placing by an inspector specially approved
Special inspections for mastic and intumescent fire-resistant for that purpose by the enforcement agency. The special shot-
coatings applied to structural elements and decks shall be in crete inspector shall check the materials, placing equipment,
accordance with AWCI 12-B. Special inspections shall be details of construction and construction procedure. The
based on the fire-resistance design as designated in the inspector shall furnish a verified report that of his or her own
approved construction documents. personal knowledge the work covered by the report has been
* 1705A.15 Exterior insulation and finish systems (EIFS). performed and materials used and installed in every material
Special inspections shall be required for all EIFS applica- respect in compliance with the duly approved plans and spec-
tions. ifications.
Exceptions: 1705A.18.1 Visual examination for structural soundness
1. Special inspections shall not be required for EIFS of in-place shotcrete. Completed shotcrete work shall be
applications installed over a water-resistive barrier checked visually for reinforcing bar embedment, voids,
with a means of draining moisture to the exterior. rock pockets, sand streaks and similar deficiencies by
examining a minimum of three 3-inch (76 mm) cores taken
2. Special inspections shall not be required for EIFS from three areas chosen by the design engineer which rep-
applications installed over masonry or concrete resent the worst congestion of reinforcing bars occurring
walls. in the project. Extra reinforcing bars may be added to
1705A.15.1 Water-resistive barrier coating. A water- noncongested areas and cores may be taken from these
resistive barrier coating complying with ASTM E 2570 areas. The cores shall be examined by the special inspec-
requires special inspection of the water-resistive barrier tor and a report submitted to the enforcement agency
** coating when installed over a sheathing substrate. prior to final approval of the shotcrete.

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 SPECIAL INSPECTIONS AND TESTS

Exception: Shotcrete work fully supported on earth, capacity is less than that required by the code, load tests shall
minor repairs, and when, in the opinion of the enforce- be conducted in accordance with Section 1709A.2. If the
ment agency, no special hazard exists. building, structure or portion thereof is found to have inade-
quate stability or load-bearing capacity for the expected
loads, modifications to ensure structural adequacy or the
SECTION 1706A removal of the inadequate construction shall be required.
DESIGN STRENGTHS OF MATERIALS
1709A.2 Test standards. Structural components and assem-
1706A.1 Conformance to standards. The design strengths blies shall be tested in accordance with the appropriate refer-
and permissible stresses of any structural material that are enced standards. In the absence of a standard that contains an
identified by a manufacturer’s designation as to manufacture applicable load test procedure, the test procedure shall be
and grade by mill tests, or the strength and stress grade is oth- developed by a registered design professional and approved.
erwise confirmed to the satisfaction of the building official, The test procedure shall simulate loads and conditions of
shall conform to the specifications and methods of design of application that the completed structure or portion thereof
accepted engineering practice or the approved rules in the will be subjected to in normal use.
absence of applicable standards.
1709A.3 In-situ load tests. In-situ load tests shall be con-
1706A.2 New materials. For materials that are not specifi- ducted in accordance with Section 1709A.3.1 or 1709A.3.2
cally provided for in this code, the design strengths and per- and shall be supervised by a registered design professional.
missible stresses shall be established by tests as provided for The test shall simulate the applicable loading conditions
in Section 1707A. specified in Chapter 16A as necessary to address the concerns
regarding structural stability of the building, structure or por-
tion thereof.
SECTION 1707A
ALTERNATIVE TEST PROCEDURE 1709A.3.1 Load test procedure specified. Where a refer-
enced standard contains an applicable load test procedure
1707A.1 General. In the absence of approved rules or other and acceptance criteria, the test procedure and acceptance
approved standards, the building official shall make, or cause to criteria in the standard shall apply. In the absence of spe-
be made, the necessary tests and investigations; or the building cific load factors or acceptance criteria, the load factors
official shall accept duly authenticated reports from approved and acceptance criteria in Section 1709A.3.2 shall apply.
agencies in respect to the quality and manner of use of new
materials or assemblies as provided for in Section 104.11. The 1709A.3.2 Load test procedure not specified. In the
cost of all tests and other investigations required under the pro- absence of applicable load test procedures contained
visions of this code shall be borne by the applicant. within a standard referenced by this code or acceptance
criteria for a specific material or method of construction,
such existing structure shall be subjected to a test proce-
SECTION 1708A dure developed by a registered design professional that
TEST SAFE LOAD simulates applicable loading and deformation conditions.
For components that are not a part of the seismic load-
1708A.1 Where required. Where proposed construction is
resisting system, the test load shall be equal to two times
not capable of being designed by approved engineering anal-
the unfactored design loads. The test load shall be left in
ysis, or where proposed construction design method does not
place for a period of 24 hours. The structure shall be con-
comply with the applicable material design standard, the sys-
sidered to have successfully met the test requirements
tem of construction or the structural unit and the connections
where the following criteria are satisfied:
shall be subjected to the tests prescribed in Section 1710A.
The building official shall accept certified reports of such 1. Under the design load, the deflection shall not
tests conducted by an approved testing agency, provided that exceed the limitations specified in Section 1604A.3.
such tests meet the requirements of this code and approved 2. Within 24 hours after removal of the test load, the
procedures. structure shall have recovered not less than 75 per-
* cent of the maximum deflection.
SECTION 1709A 3. During and immediately after the test, the structure
IN-SITU LOAD TESTS shall not show evidence of failure.
1709A.1 General. Whenever there is a reasonable doubt as to
the stability or load-bearing capacity of a completed building,
structure or portion thereof for the expected loads, an engi- SECTION 1710A
neering assessment shall be required. The engineering assess- PRECONSTRUCTION LOAD TESTS
ment shall involve either a structural analysis or an in-situ 1710A.1 General. In evaluating the physical properties of
load test, or both. The structural analysis shall be based on materials and methods of construction that are not capable of
actual material properties and other as-built conditions that being designed by approved engineering analysis or do not
affect stability or load-bearing capacity, and shall be con- comply with the applicable referenced standards, the struc-
ducted in accordance with the applicable design standard. If tural adequacy shall be predetermined based on the load test
the structural assessment determines that the load-bearing criteria established in this section.

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SPECIAL INSPECTIONS AND TESTS

1710A.2 Load test procedures specified. Where specific higher than the design value of the tested unit provided
load test procedures, load factors and acceptance criteria are such higher pressures are determined by accepted engi-
included in the applicable referenced standards, such test pro- neering analysis. All components of the small unit shall be
cedures, load factors and acceptance criteria shall apply. In the same as the tested unit. Where such calculated design
the absence of specific test procedures, load factors or accep- pressures are used, they shall be validated by an additional
tance criteria, the corresponding provisions in Section test of the window unit having the highest allowable
1710A.3 shall apply. design pressure.
1710A.3 Load test procedures not specified. Where load 1710A.5.1 Exterior windows and doors. Exterior win-
test procedures are not specified in the applicable referenced dows and sliding doors shall be tested and labeled as con-
standards, the load-bearing and deformation capacity of forming to AAMA/WDMA/CSA101/I.S.2/A440. The
structural components and assemblies shall be determined on label shall state the name of the manufacturer, the
the basis of a test procedure developed by a registered design approved labeling agency and the product designation as
professional that simulates applicable loading and deforma- specified in AAMA/ WDMA/CSA101/I.S.2/A440. Exte-
tion conditions. For components and assemblies that are not a rior side-hinged doors shall be tested and labeled as con-
part of the seismic force-resisting system, the test shall be as forming to AAMA/WDMA/CSA101/I.S.2/A440 or
specified in Section 1710A.3.1. Load tests shall simulate the comply with Section 1710.5.2. Products tested and labeled
applicable loading conditions specified in Chapter 16. as conforming to AAMA/WDMA/CSA 101/I.S.2/A440
1710A.3.1 Test procedure. The test assembly shall be shall not be subject to the requirements of Sections
subjected to an increasing superimposed load equal to not 2403A.2 and 2403A.3.
less than two times the superimposed design load. The test 1710A.5.2 Exterior windows and door assemblies not
load shall be left in place for a period of 24 hours. The provided for in Section 1710A.5.1. Exterior window and
tested assembly shall be considered to have successfully door assemblies shall be tested in accordance with ASTM
met the test requirements if the assembly recovers not less E 330. Structural performance of garage doors and rolling
than 75 percent of the maximum deflection within 24 doors shall be determined in accordance with either
hours after the removal of the test load. The test assembly ASTM E 330 or ANSI/DASMA 108, and shall meet the
shall then be reloaded and subjected to an increasing acceptance criteria of ANSI/DASMA 108. Exterior win-
superimposed load until either structural failure occurs or dow and door assemblies containing glass shall comply
the superimposed load is equal to two and one-half times with Section 2403. The design pressure for testing shall be
the load at which the deflection limitations specified in calculated in accordance with Chapter 16. Each assembly
Section 1710A.3.2 were reached, or the load is equal to shall be tested for 10 seconds at a load equal to 1.5 times
two and one-half times the superimposed design load. In the design pressure.
the case of structural components and assemblies for 1710A.6 Skylights and sloped glazing. Unit skylights and
which deflection limitations are not specified in Section tubular daylighting devices (TDDs) shall comply with the
1710A.3.2, the test specimen shall be subjected to an requirements of Section 2405. All other skylights and sloped
increasing superimposed load until structural failure glazing shall comply with the requirements of Chapter 24.
occurs or the load is equal to two and one-half times the
desired superimposed design load. The allowable superim- 1710A.7 Test specimens. Test specimens and construction
posed design load shall be taken as the lesser of: shall be representative of the materials, workmanship and
details normally used in practice. The properties of the mate-
1. The load at the deflection limitation given in Section rials used to construct the test assembly shall be determined
1710A.3.2. on the basis of tests on samples taken from the load assembly
2. The failure load divided by 2.5. or on representative samples of the materials used to con-
3. The maximum load applied divided by 2.5. struct the load test assembly. Required tests shall be con-
ducted or witnessed by an approved agency.
1710A.3.2 Deflection. The deflection of structural mem-
bers under the design load shall not exceed the limitations
in Section 1604.3. SECTION 1711A
1710A.4 Wall and partition assemblies. Load-bearing wall MATERIAL AND TEST STANDARDS
and partition assemblies shall sustain the test load both with 1711A.1 Joist hangers. Testing of joist hangers shall be in
and without window framing. The test load shall include all accordance with Sections 1711A.1.1 through 1711A.1.3, as
design load components. Wall and partition assemblies shall applicable.
be tested both with and without door and window framing. 1711A.1.1 General. The vertical load-bearing capacity,
1710A.5 Exterior window and door assemblies. The design torsional moment capacity and deflection characteristics
pressure rating of exterior windows and doors in buildings of joist hangers shall be determined in accordance with
shall be determined in accordance with Section 1710A.5.1 or ASTM D 1761 using lumber having a specific gravity of
1710A.5.2. 0.49 or greater, but not greater than 0.55, as determined in
Exception: Structural wind load design pressures for win- accordance with AF&PA NDS for the joist and headers.
dow units smaller than the size tested in accordance with Exception: The joist length shall not be required to
Section 1710A.5.1 or 1710A.5.2 shall be permitted to be exceed 24 inches (610 mm).

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 SPECIAL INSPECTIONS AND TESTS

1711A.1.2 Vertical load capacity for joist hangers. The Notation for [OSHPD]:
vertical load-bearing capacity for the joist hanger shall be Authority: Health and Safety Code Section 129850
determined by testing a minimum of three joist hanger
assemblies as specified in ASTM D 1761. If the ultimate Reference: Health and Safety Code Sections 1275,
vertical load for any one of the tests varies more than 20 129850 and 129790
percent from the average ultimate vertical load, at least Notation for [DSA-SS]:
three additional tests shall be conducted. The allowable Authority: Education Code Sections 17310 and
vertical load-bearing of the joist hanger shall be the lowest 81142, and H&S Code Section 16022.
value determined from the following:
Reference: Education Code Sections 17280 through
1. The lowest ultimate vertical load for a single hanger 17317, and 81130 through 81147, and
from any test divided by three (where three tests are Health and Safety Code Sections 16000
conducted and each ultimate vertical load does not through 16023.
vary more than 20 percent from the average ultimate
vertical load). Notation for [DSA-SS/CC]:
2. The average ultimate vertical load for a single Authority: Education Code Section 81053.
hanger from all tests divided by three (where six or Reference: Education Code Sections 81052, 81053,
more tests are conducted). and 81130 through 81147.
3. The average from all tests of the vertical loads that
produce a vertical movement of the joist with
respect to the header of 1/8 inch (3.2 mm).
4. The sum of the allowable design loads for nails or
other fasteners utilized to secure the joist hanger to
the wood members and allowable bearing loads that
contribute to the capacity of the hanger.
5. The allowable design load for the wood members
** forming the connection.
1711A.1.2.1 Design value modifications for joist
hangers. Allowable design values for joist hangers that
are determined by Item 4 or 5 in Section 1711A.1.2
shall be permitted to be modified by the appropriate
load duration factors as specified in AF&PA NDS but
shall not exceed the direct loads as determined by Item
1, 2 or 3 in Section 1711A.1.2. Allowable design values
determined by Item 1, 2 or 3 in Section 1711A.1.2 shall
not be modified by load duration factors.
1711A.1.3 Torsional moment capacity for joist hang-
ers. The torsional moment capacity for the joist hanger
shall be determined by testing at least three joist hanger
assemblies as specified in ASTM D 1761. The allowable
torsional moment of the joist hanger shall be the average
torsional moment at which the lateral movement of the top
or bottom of the joist with respect to the original position
of the joist is 1/8 inch (3.2 mm).
* 1711A.2 Concrete and clay roof tiles. Testing of concrete
and clay roof tiles shall be in accordance with Sections
1711A.2.1 and 1711A.2.2, as applicable.
1711A.2.1 Overturning resistance. Concrete and clay
roof tiles shall be tested to determine their resistance to
overturning due to wind in accordance with SBCCI SSTD
11 and Chapter 15.
1711A.2.2 Wind tunnel testing. Where concrete and clay
roof tiles do not satisfy the limitations in Chapter 16 for
rigid tile, a wind tunnel test shall be used to determine the
wind characteristics of the concrete or clay tile roof cover-
ing in accordance with SBCCI SSTD 11 and Chapter 15.

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140 2013 CALIFORNIA BUILDING CODE
Copyright to, or licensed by, ICC (ALL RIGHTS RESERVED); accessed by Emil Mertzel on Dec 2, 2013 5:49:16 PM pursuant to License Agreement. No further reproductions authorized.