Chapter 1 General Requirements

Chapter 2 Definitions

Chapter 3 Use and Occupancy Classification

Chapter 4 Special Detailed Requirements Based on Use and Occupancy

Chapter 5 General Building Heights and Areas

Chapter 6 Types of Construction

Chapter 7 Fire-Resistance-Rated Construction

Chapter 8 Interior Finishes

Chapter 9 Fire Protection Systems

Chapter 10 Means of Egress

Chapter 11 Accessibility

Chapter 12 Interior Environment

Chapter 13 Energy Efficiency

Chapter 14 Exterior Walls

Chapter 15 Roof Assemblies and Rooftop Structures

Chapter 16 Structural Design

Chapter 17 Structural Tests and Special Inspections

Chapter 18 Soils and Foundations

Chapter 19 Concrete

Chapter 20 Aluminum

Chapter 21 Masonry

Chapter 22 Steel

Chapter 23 Wood

Chapter 24 Glass and Glazing

Chapter 25 Gypsum Board and Plaster

Chapter 26 Plastic

Chapter 27 Electrical

Chapter 28 Mechanical Systems

Chapter 29 Plumbing Systems

Chapter 30 Elevators and Conveying Systems

Chapter 31 Special Construction

Chapter 32 Encroachments Into the Public Right-Of-Way

Chapter 33 Safeguards During Construction

Chapter 34 Reserved

Chapter 35 Referenced Standards

Appendix A Reserved

Appendix B Reserved

Appendix C Reserved

Appendix D Reserved

Appendix E Supplementary Accessibility Requirements

Appendix F Rodentproofing

Appendix G Reserved

Appendix H Reserved

Appendix I Patio Covers

Appendix J Reserved

Appendix K Reserved

Appendix L Assistive Listening Systems Performance Standards

Appendix S New York State Agencies With Construction Regulations or Construction Authority

The provisions of this chapter shall govern the quality, workmanship and requirements for materials covered. Materials of construction and tests shall conform to the applicable standards listed in this code.
New building materials, equipment, appliances, systems or methods of construction not provided for in this code, and any material of questioned suitability proposed for use in the construction of a building or structure, shall be subjected to the tests prescribed in this chapter and in the approved rules to determine character, quality and limitations of use.
The use of second-hand materials that meet the minimum requirements of this code for new materials shall be permitted.
The following words and terms shall, for the purposes of this chapter and as used elsewhere in this code, have the meanings shown herein.

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

APPROVED FABRICATOR.
An established and qualified person, firm or corporation approved by the code enforcement official pursuant to Chapter 17 of this code.

CERTIFICATE OF COMPLIANCE.
A certificate stating that materials and products meet specified standards or that work was done in compliance with approved construction documents.

DESIGNATED SEISMIC SYSTEM.
Those architectural, electrical and mechanical systems and their components that require design in accordance with Chapter 13 of ASCE 7 and for which the component importance factor, Ip, is greater than 1 in accordance with Section 13.1.3 of ASCE 7.

FABRICATED ITEM.
Structural, load-bearing or lateral load-resisting assemblies consisting of materials assembled prior to installation in a building or structure or subjected to operations such as heat treatment, thermal cutting, cold working or reforming after manufacture and prior to installation in a building or structure. Materials produced in accordance with standard specifications referenced by this code, such as rolled structural steel shapes, steel-reinforcing bars, masonry units and wood structural panels shall not be considered "fabricated items."

INSPECTION CERTIFICATE.
An identification applied on a product by an approved agency containing the name of the manufacturer, the function and performance characteristics, and the name and identification of an approved agency that indicates that the product or material has been inspected and evaluated by an approved agency (see Section 1703.5 and "Label," "Manufacturer’s designation" and "Mark").

LABEL.
An identification applied on a product by the manufacturer that contains the name of the manufacturer, the function and performance characteristics of the product or material, and the name and identification of an approved agency and that indicates that the representative sample of the product or material has been tested and evaluated by an approved agency (see Section 1703.5 and "Inspection certificate," "Manufacturer’s designation" and "Mark").

MAIN WIND-FORCE-RESISTING SYSTEM.
An assemblage of structural elements assigned to provide support and stability for the overall structure. The system generally receives wind loading from more than one surface.

MANUFACTURER’S DESIGNATION.
An identification applied on a product by the manufacturer indicating that a product or material complies with a specified standard or set of rules (see also "Inspection certificate," "Label" and "Mark").

MARK.
An identification applied on a product by the manufacturer indicating the name of the manufacturer and the function of a product or material (see also "Inspection certificate," "Label" and "Manufacturer’s designation").

SPECIAL INSPECTION.
Inspection as herein required of the materials, installation, fabrication, erection or placement of components and connections requiring special expertise to ensure compliance with approved construction documents and referenced standards (see Section 1704).

SPECIAL INSPECTION, CONTINUOUS.
The full-time observation of work requiring special inspection by an approved special inspector who is present in the area where the work is being performed.

SPECIAL INSPECTION, PERIODIC.
The part-time or intermittent observation of work requiring special inspection by an approved special inspector who is present in the area where the work has been or is being performed and at the completion of the work.

SPRAYED FIRE-RESISTANT MATERIALS.
Cementitious or fibrous materials that are spray applied to provide fire-resistant protection of the substrates.

STRUCTURAL OBSERVATION.
The visual observation of the structural system by a registered design professional for general conformance to the approved construction documents at significant construction stages and at completion of the structural system. Structural observation does not include or waive the responsibility for the inspection required by Section 109, 1704 or other sections of this code.
An approved agency shall provide all information as necessary for the code enforcement official to determine that the agency meets the applicable requirements.
An approved agency shall be objective and competent. The agency shall also disclose possible conflicts of interest so that objectivity can be confirmed.
An approved agency shall have adequate equipment to perform required tests. The equipment shall be periodically calibrated.
An approved agency shall employ experienced personnel educated in conducting, supervising and evaluating tests and/or inspections.
Any material, appliance, equipment, system or method of construction meeting the requirements of this code shall be approved in writing after satisfactory completion of the required tests and submission of required test reports.
For any material, appliance, equipment, system or method of construction that has been approved, a record of such approval, including the conditions and limitations of the approval, shall be kept on file in the code enforcement official’s office and shall be open to public inspection at appropriate times.
Specific information consisting of test reports conducted by an approved testing agency in accordance with standards referenced in Chapter 35, or other such information as necessary, shall be provided for the code enforcement official to determine that the material meets the applicable code requirements.
Sufficient technical data shall be submitted to the code enforcement official to substantiate the proposed use of any material or assembly. If it is determined that the evidence submitted is satisfactory proof of performance for the use intended, the code enforcement official shall approve the use of the material or assembly subject to the requirements of this code. The costs, reports and investigations required under these provisions shall be paid by the permit applicant.
Supporting data, where necessary to assist in the approval of materials or assemblies not specifically provided for in this code, shall consist of valid research reports from approved sources.
Where materials or assemblies are required by this code to be labeled, such materials and assemblies shall be labeled by an approved agency in accordance with Section 1703. Products and materials required to be labeled shall be labeled in accordance with the procedures set forth in Sections 1703.5.1 through 1703.5.3.
An approved agency shall test a representative 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 shall provide sufficient detail to verify compliance with the test standard.
The approved agency shall periodically perform an inspection, which shall be in-plant if necessary, of the product or material that is to be labeled. The inspection shall verify that the labeled product or material is representative of the product or material tested.
The label shall contain the manufacturer’s or distributor’s identification, model number, serial number or definitive information describing the product or material’s performance characteristics and approved agency’s identification.
The use of any material already fabricated or of any construction already erected, which conformed to requirements or approvals heretofore in effect, shall be permitted to continue, if not detrimental to life, health or safety to the public.
Where structural components or other items regulated by this code are not visible for inspection after completion of a prefabricated assembly, the permit applicant shall submit a report of each prefabricated assembly. The report shall indicate the complete details of the assembly, including a description of the assembly and its components, the basis upon which the assembly is being evaluated, test results and similar information and other data as necessary for the code enforcement official to determine conformance to this code. Such a report shall be approved by the code enforcement official.
The permit applicant shall provide for special inspections of fabricated items in accordance with Section 1704.2.
Copies of necessary test and inspection records shall be filed with the code enforcement official.
Where application is made for construction as described in this section, the owner or the registered design professional in responsible charge acting as the owner's agent shall employ one or more special inspectors to provide inspections during construction on the types of work listed under Section 1704. The special inspector shall be a qualified person who shall demonstrate competence, to the satisfaction of the code enforcement official, for inspection of the particular type of construction or operation requiring special inspection. The qualifications outlined in Table 1704.1 identify the minimum qualifications of the special inspector. The special inspector shall provide written documentation to the code enforcement official demonstrating their competence and relevant experience or training. Experience or training shall be considered relevant when the documented experience or training is related in complexity to the same type of special inspection activities for projects of similar complexity and material qualities.

Exceptions:


1. Special inspections are not required for work of a minor nature or as warranted by conditions in the jurisdiction as approved by the code enforcement official.
2. Special inspections are not required for building components unless the design involves the practice of professional engineering or architecture as defined by applicable state statutes and regulations governing the professional registration and certification of engineers or architects.
3. Unless otherwise required by the code enforcement official, special inspections are not required for occupancies in Group R-3 as applicable in Section 101.2 and occupancies in Group U that are accessory to a residential occupancy including, but not limited to, those listed in Section 312.1.
4. The code enforcement official can approve alternate qualifications for special inspectors.

TABLE 1704.1
MINIMUM QUALIFICATIONS FOR SPECIAL INSPECTORS

CATEGORY CODE REFERENCES MINIMUM QUALIFICATIONS
Reinforced Concrete 1704.4 1. Current ICC Reinforced Concrete Special Inspector or ACI Concrete Construction Inspector.
2. Concrete field testing can be by an ACI Concrete Field Testing Technician with Grade 1 certification.
3. Engineer-in-Training (EIT) with relevant experience.
4. New York State Licensed Professional Engineer (P.E.) with relevant experience.
Prestressed Concrete Table 1704.4 Pretension Tendons
1. Current ICC Reinforced Concrete certification and ICC prestressed concrete certification and ACI Concrete Field Testing Technician with Grade 1 certification plus one year relevant experience.
2. EIT with relevant experience.
3. P.E. with relevant experience.
Post-tension Tendons
1. Current Post-Tensioning Institute (PTI) certification.
2. EIT with relevant experience.
3. P.E. with relevant experience.
Welding 1704.3; Table 1704.3,Item 5; Table 1704.4,Item 2; 1707.2; 2208 1. Current AWS Certified Welding Inspector.
2. Current ICC Structural Steel and Welding certificate plus one year of relevant experience.
3. Current Level II certification from the American Society for Nondestructive Testing (NDT).
4. Current NDT Level III provided previously certified as NDT level II.
High-strength Bolting & Steel Frame Inspection 1704.3.3; Table 1704.3 1. Current ICC Structural Steel and Welding certification and one year of relevant experience.
2. EIT with relevant experience.
3. P.E. with relevant experience.
Masonry 1704.5; Table 1704.5.1; Table 1704.5.3 1. Current ICC Structural Masonry certification and one year of relevant experience.
2. EIT with relevant experience.
3. P.E. with relevant experience.
Sprayed Fire-Resistant Materials 1704.11 1. Current ICC Spray-Applied Fire Proofing certification and one year of relevant experience.
2. EIT with relevant experience.
3. P.E. with relevant experience
Excavation and Filling; Verification of Soils; Piling & Drilled Piers; Modular Retaining Walls 1704.7; 704.8; 1704.9; 704.13 1. Current Level II certification in geotechnical engineering technology/construction from the National Institute for Certification in Engineering Technologies (NICET).
2. EIT with relevant experience.
3. P.E. with relevant experience
Inspection of Fabricators 1704.2 1. Precast: Current ICC Reinforced Concrete certification plus one year relevant experience.
2. Bar Joist: see welding requirements.
3. Metal Building: see welding requirements.
4. Structural Steel: see welding requirements.
Exterior and Interior Architectural Wall Panels 1704.10 1. P.E. with relevant experience.
2. EIT with relevant experience.
3. See the masonry requirements for the SI of masonry veneers subject to BCNYS Section 1704.10.
Exterior Insulation and Finish System 1704.12 1. Registered Design Professional (RDP) with relevant experience.
2. EIT with relevant experience.
Smoke Control 1704.14 1. See the requirements in BCNYS Section 1704.14.2 2.
2. The RDP responsible for design.
Seismic Resistance 1707; 1708 1. See the applicable categories in this table.
 
The permit applicant shall submit a statement of special inspections prepared by the registered design professional in responsible charge as a condition for permit issuance. This statement shall be in accordance with Section 1705.

Exceptions:
1. A statement of special inspections is not required for structures designed and constructed in accordance with the conventional construction provisions of Section 2308.
2. The statement of special inspections is permitted to be prepared by a qualified person approved by the code enforcement official for construction not designed by a registered design professional.
Special inspectors shall keep records of inspections. The special inspector shall furnish inspection reports to the code enforcement official, and to the registered design professional in responsible charge. Reports shall indicate that work inspected was done in conformance to approved construction documents. Discrepancies shall be brought to the immediate attention of the contractor for correction. If the discrepancies are not corrected, the discrepancies shall be brought to the attention of the code enforcement official and to the registered design professional in responsible charge prior to the completion 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 in time agreed upon by the permit applicant and the code enforcement official prior to the start of work.
Where fabrication of structural load-bearing members and assemblies is being performed on the premises of a fabricator's shop, special inspection of the fabricated items shall be required by this section and as required elsewhere in this code.
The special inspector shall verify that the fabricator maintains detailed fabrication and quality control procedures that provide a basis for inspection control of the workmanship and the fabricator’s ability to conform to approved construction documents and referenced standards. The special inspector shall review the procedures for completeness and adequacy relative to the code requirements for the fabricator’s scope of work.

Exception:
Special inspections as required by Section 1704.2 shall not be required where the fabricator is approved in accordance with Section 1704.2.2.
Special inspections required by this code are not required where the work is done on the premises of a fabricator registered and approved to perform such work without special inspection. Approval shall be based upon review of the fabricator’s written procedural and quality control manuals and periodic auditing of fabrication practices by an approved special inspection agency. At completion of fabrication, the approved fabricator shall submit a certificate of compliance to the code enforcement official stating that the work was performed in accordance with the approved construction documents.
The special inspections for steel elements of buildings and structures shall be as required by Section 1704.3 and Table 1704.3.

Exceptions:


1. Special inspection of the steel fabrication process shall not be required where the fabricator does not perform any welding, thermal cutting or heating operation of any kind as part of the fabrication process. In such cases, the fabricator shall be required to submit a detailed procedure for material control that demonstrates the fabricator’s ability to maintain suitable records and procedures such that, at any time during the fabrication process, the material specification, grade and mill test reports for the main stress-carrying elements are capable of being determined.
2. The special inspector need not be continuously present during welding of the following items, provided the materials, welding procedures and qualifications of welders are verified prior to the start of the work; periodic inspections are made of the work in progress; and a visual inspection of all welds is made prior to completion or prior to shipment of shop welding.
2.1. Single-pass fillet welds not exceeding 5/16 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 steel framing members such as studs and joists.
2.5. Welding of stairs and railing systems.

TABLE 1704.3 REQUIRED VERIFICATION AND INSPECTION OF STEEL CONSTRUCTION


class="uc_top_border uc_no_right_border uc_vertical_align_top uc_bottom_border uc_left_border" colspan="2">  


VERIFICATION AND INSPECTION


CONTINUOUS


PERIODIC


REFERENCED STANDARDa


REFERENCE
1. Material verification of high-strength bolts, nuts and washers:







  a. Identification markings to conform to ASTM standards specified in the approved construction documents.

-


X


Applicable ASTM material specifications; AISC 360, Section A3.3


-
  b. Manufacturer’s certificate of compliance required.

-


X


-


-
2. Inspection of high-strength bolting:







  a. Bearing-type connections.

-


X


AISC 360, Section M2.5


1704.3.3
b. Slip-critical connections.

X


X
3. Material verification of structural steel:







  a. Identification markings to conform to ASTM standards specified in the approved construction documents.

-


-


ASTM A 6 or ASTM A 568


1708.4
ss="uc_top_border uc_no_right_border uc_vertical_align_top uc_bottom_border uc_left_border" colspan="2">   b. Manufacturers’ certified mill test reports.

-


-


ASTM A 6 or ASTM A 568
4. Material verification of weld filler materials:







  a. Identification markings to conform to AWS specification in the approved construction documents.

-


-


AISC 360, Section A3.5


-
  b. Manufacturer’s certificate of compliance required.

-


-


-


-
5. Inspection of welding:







a. Structural steel:

-


-






 
  1) Complete and partial penetration groove welds.

X


-


AWS D1.1


1704.3.1
uc_no_right_border uc_vertical_align_top uc_bottom_border uc_left_border">     2) Multipass fillet welds.

X


-
    3) Single-pass fillet welds > 5/16 "

X


-
    4) Single-pass fillet welds ≤ 5/16 "

-


X
    5) Floor and roof deck welds.

-


X


AWS D1.3


-
  b. Reinforcing steel:

-


-


AWS D1.4

ACI 318: 3.5.2


-


 
  1) Verification of weldability of reinforcing steel other than ASTM A 706.

-


X


 
  2) Reinforcing steel-resisting flexural and axial forces in intermediate and special moment frames, and boundary elements of special reinforced concrete shear walls and shear reinforcement.

X


-


 
  3) Shear reinforcement.

X


-


 
  4) Other reinforcing steel.

-


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

 


X


-


1704.3.2
t_border uc_vertical_align_top uc_bottom_border uc_left_border" colspan="2">     a. Details such as bracing and stiffening. - -
     b. Member locations. - -
    c. Application of joint details at each connection. -  


For SI: 1 inch = 25.4 mm.

a. Where applicable, see also Section 1707.1, Special inspection for seismic resistance.div>
Welding inspection shall be in compliance with AWS D1.1. The basis for welding inspector qualification shall be AWS D1.1.
The special inspector shall perform an inspection of the steel frame to verify compliance with the details shown on the approved construction documents, such as bracing, stiffening, member locations and proper application of joint details at each connection.
Installation of high-strength bolts shall be periodically inspected in accordance with AISC specifications.
While the work is in progress, the special inspector shall determine that the requirements for bolts, nuts, washers and paint; bolted parts and installation and tightening in such standards are met. For bolts requiring pretensioning, the special inspector shall observe the preinstallation testing and calibration procedures when such procedures are required by the installation method or by project plans or specifications; determine that all plies of connected materials have been drawn together and properly snugged and monitor the installation of bolts to verify that the selected procedure for installation is properly used to tighten bolts. For joints required to be tightened only to the snug-tight condition, the special inspector need only verify that the connected materials have been drawn together and properly snugged.
Monitoring of bolt installation for pretensioning is permitted to be performed on a periodic basis when using the turn-of-nut method with matchmarking techniques, the direct tension indicator method or the alternate design fastener (twist-off bolt) method. Joints designated as snug tight need be inspected only on a periodic basis.
Monitoring of bolt installation for pretensioning using the calibrated wrench method or the turn-of-nut method without matchmarking shall be performed on a continuous basis.
The special inspections and verifications for concrete construction shall be as required by this section and Table 1704.4.

Exception:
Special inspections shall not be required for:

1. Isolated spread concrete footings of buildings three stories or less in height that are fully supported on earth or rock.
2. Continuous concrete footings supporting walls of buildings three stories or less in height that are fully supported on earth or rock where:
2.1. The footings support walls of light-frame construction;
2.2. The footings are designed in accordance with Table 1805.4.2; or
2.3. The structural design of the footing is based on a specified compressive strength, f 'c, no greater than 2,500 pounds per square inch (psi) (17.2 MPa), regardless of the compressive strength specified in the construction documents or used in the footing construction.
3. Nonstructural concrete slabs supported directly on the ground, including prestressed slabs on grade, where the effective prestress in the concrete is less than 150 psi (1.03 MPa).
4. Concrete foundation walls constructed in accordance with Table 1805.5(5).
5. Concrete patios, driveways and sidewalks, on grade.

TABLE 1704.4 REQUIRED VERIFICATION AND INSPECTION OF CONCRETE CONSTRUCTION


VERIFICATION AND INSPECTION CONTINUOUS PERIODIC REFERENCED STANDARDa REFERENCE
1. Inspection of reinforcing steel, including prestressing tendons, and placement. - X ACI 318: 3.5, 7.1-7.7 1913.4
2. Inspection of reinforcing steel welding in accordance with Table 1704.3, Item 5b. - - AWS D1.4
ACI 318: 3.5.2
-
3. Inspect bolts to be installed in concrete prior to and during placement of concrete where allowable loads have been increased. X - - 1911.5
4. Verifying use of required design mix. - X ACI 318: Ch. 4, 5.2-5.4 1904.2.2, 1913.2, 1913.3
5. At the time fresh concrete is sampled to fabricate specimens for strength tests, perform slump and air content tests, and determine the temperature of the concrete. X - ASTM C 172
ASTM C 31
ACI 318: 5.6, 5.8
1913.10
6. Inspection of concrete and shotcrete placement for proper application techniques. X - ACI 318: 5.9, 5.10 1913.6, 1913.7, 1913.8
7. Inspection for maintenance of specified curing temperature and techniques. - X ACI 318: 5.11-5.13 1913.9
8. Inspection of prestressed concrete:        
  a. Application of prestressing forces. X - ACI 318: 18.20 -
  b. Grouting of bonded prestressing tendons in the seismic-force-resisting system. X   ACI 318: 18.18.4  
9. Erection of precast concrete members. - X ACI 318: Ch. 16 -
10. Verification of in-situ concrete strength, prior to stressing of tendons in posttensioned concrete and prior to removal of shores and forms from beams and structural slabs. - X ACI 318: 6.2 -
11. Inspect formwork for shape, location and dimensions of the concrete member being formed. - X ACI 318: 6.1.1 -


For SI: 1 inch = 25.4 mm.

a. Where applicable, see also Section 1707.1, Special inspection for seismic resistance.
In the absence of sufficient data or documentation providing evidence of conformance to quality standards for materials in Chapter 3 of ACI 318, the code enforcement official shall require testing of materials in accordance with the appropriate standards and criteria for the material in Chapter 3 of ACI 318. Weldability of reinforcement, except that which conforms to ASTM A 706, shall be determined in accordance with the requirements of Section 3.5.2 of ACI 318.
Masonry construction shall be inspected and evaluated in accordance with the requirements of Sections 1704.5.1 through 1704.5.3, depending on the classification of the building or structure or nature of the occupancy, as defined by this code.

Exception:
Special inspections shall not be required for:

1. Empirically designed masonry, glass unit masonry or masonry veneer designed by Section 2109, 2110 or Chapter 14, respectively, or by Chapter 5, 7 or 6 of ACI 530/ASCE 5/TMS 402, respectively, when they are part of structures classified as Occupancy Category I, II or III in accordance with Section 1604.5.
2. Masonry foundation walls constructed in accordance with Table 1805.5(1), 1805.5(2), 1805.5(3) or 1805.5(4).
3. Masonry fireplaces, masonry heaters or masonry chimneys installed or constructed in accordance with Section 2111, 2112 or 2113, respectively.
masonry veneer in Occupancy Category IV. The minimum special inspection program for empirically designed masonry, glass unit masonry or masonry veneer designed by Section 2109, 2110 or Chapter 14, respectively, or by Chapter 5, 7 or 6 of ACI 530/ASCE 5/TMS 402, respectively, in structures classified as Occupancy Category IV, in accordance with Section 1604.5, shall comply with Table 1704.5.1.

TABLE 1704.5.1 LEVEL 1 SPECIAL INSPECTION


INSPECTION TASK FREQUENCY OF INSPECTION REFERENCE FOR CRITERIA
Continuous during task listed Periodically during task listed IBC section ACI 530/ASCE 5/TMS 402a ACI 530.1/ASCE 6/TMS 602a
1. As masonry construction begins, the following shall be verified to ensure compliance:
a. Proportions of site-prepared mortar. - X - - Art. 2.6A
b. Construction of mortar joints. X - - Art. 3.3B
c. Location of reinforcement, connectors, prestressing tendons and anchorages. X - - Art. 3.4, 3.6A
d.   Prestressing technique. - X - - Art. 3.6B
e. Grade and size of prestressing tendons and anchorages. - X - - Art. 2.4B, 2.4H
2. The inspection program shall verify:
a. Size and location of structural elements. - X - - Art. 3.3G
b. Type, size and location of anchors, including other details of anchorage of masonry to structural members, frames or other construction. - X - Sec. 1.2.2(e), 2.1.4, 3.1.6 -
c. Specified size, grade and type of reinforcement. - X - Sec. 1.13 Art. 2.4, 3.4
d. Welding of reinforcing bars. X - - Sec. 2.1.10.7.2, 3.3.3.4(b) -
e. Protection of masonry during cold weather (temperature below 40°F) or hot weather (temperature above 90°F). - X Sec. 2104.3, 2104.4 - Art. 1.8C, 1.8D
f. Application and measurement of prestressing force. - X - - Art. 3.6B
3. Prior to grouting, the following shall be verified to ensure compliance:
a. Grout space is clean. - X - - Art. 3.2D
b. Placement of reinforcement and connectors and prestressing tendons and anchorages. X Sec. 1.13 Art. 3.4
c. Proportions of site-prepared grout and prestressing grout for bonded tendons. X - Art. 2.6B
d. Construction of mortar joints. X - Art. 3.3B
4. Grout placement shall be verified to ensure compliance with code and construction document provisions. X - - - Art 3.5
a. Grouting of prestressing bonded tendons. X - - - Art. 3.6C
5. Preparation of any required grout specimens, mortar specimens and/or prisms shall be observed. X - Sec. 2105.2.2, 2105.3 - Art. 1.4
6. Compliance with required inspection provisions of the construction documents and the approved submittals shall be verified. - X - - Art. 1.5


For SI: °C = (°F - 32)/1.8.
a. The specific standards referenced are those listed in Chapter 35.
The minimum special inspection program for masonry designed by Section 2107 or 2108 or by chapters other than Chapters 5, 6 or 7 of ACI 530/ASCE 5/TMS 402 in structures classified as Occupancy Category I, II or III, in accordance with Section 1604.5, shall comply with Table 1704.5.1.
The minimum special inspection program for masonry designed by Section 2107 or 2108 or by chapters other than Chapters 5, 6 or 7 of ACI 530/ASCE 5/TMS 402 in structures classified as Occupancy Category IV, in accordance with Section 1604.5, shall comply with Table 1704.5.3.

TABLE 1704.5.3 LEVEL 2 SPECIAL INSPECTION


INSPECTION TASK FREQUENCY OF INSPECTION REFERENCE FOR CRITERIA
Continuous during task listed Periodically during task listed IBC section ACI 530/ASCE 5/ TMS 402a ACI 530.1/ ASCE 6/ TMS 602a
1. From the beginning of masonry construction, the following shall be verified to ensure compliance:
         
a. Proportions of site-prepared mortar, grout and prestressing grout for bonded tendons.
- X - - Art. 2.6A
b. Placement of masonry units and construction of mortar joints.
- X - - Art. 3.3B
c. Placement of reinforcement, connectors and prestressing tendons and anchorages.
- X - Sec. 1.13 Art. 3.4, 3.6A
d. Grout space prior to grouting.
X - - - Art. 3.2D
e. Placement of grout.
X - - - Art. 3.5
f. Placement of prestressing grout.
X - - - Art. 3.6C
2. The inspection program shall verify:
         
a. Size and location of structural elements.
- X - - Art. 3.3G
b. Type, size and location of anchors, including other details of anchorage of masonry to structural members, frames or other construction.
X - - Sec. 1.2.2(e), 2.1.4, 3.1.6 -
c. Specified size, grade and type of reinforcement.
X - Sec. 1.13 Art. 2.4, 3.4
d. Welding of reinforcing bars.
X - - Sec. 2.1.10.7.2, 3.3.3.4(b) -
e. Protection of masonry during cold weather (temperature below 40°F) or hot weather (temperature above 90°F).
- X Sec. 2104.3, 2104.4 - Art. 1.8C, 1.8D
f. Application and measurement of prestressing force.
X - - - Art. 3.6B
3. Preparation of any required grout specimens, mortar specimens and/or prisms shall be observed.
X - Sec. 2105.2.2, 2105.3 - Art. 1.4
4. Compliance with required inspection provisions of the construction documents and the approved submittals shall be verified.
- X - - Art. 1.5


For SI: °C = (°F - 32)/1.8.

a. The specific standards referenced are those listed in Chapter 35.
Special inspections of the fabrication process of prefabricated wood structural elements and assemblies shall be in accordance with Section 1704.2. Special inspections of site-built assemblies shall be in accordance with this section.
High-load diaphragms designed in accordance with Table 2306.3.2 shall be installed with special inspections as indicated in Section 1704.1. The special inspector shall inspect the wood structural panel sheathing to ascertain whether it is of the grade and thickness shown on the approved building plans. Additionally, the special inspector must verify the nominal size of framing members at adjoining panel edges, the nail or staple diameter and length, the number of fastener lines and that the spacing between fasteners in each line and at edge margins agrees with the approved building plans.
oils. Special inspections for existing site soil conditions, fill placement and load-bearing requirements shall be as required by this section and Table 1704.7. The approved soils report, required by Section 1802.2, and the documents prepared by the registered design professional in responsible charge shall be used to determine compliance. During fill placement, the special inspector shall determine that proper materials and procedures are used in accordance with the provisions of the approved soils report, as specified in Section 1803.5.

Exception:
Special inspection is not required during placement of controlled fill having a total depth of 12 inches (305 mm) or less.

TABLE 1704.7 REQUIRED VERIFICATION AND INSPECTION OF SOILS


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

 
Special inspections shall be performed during installation and testing of pile foundations as required by Table 1704.8. The approved soils report, required by Section 1802.2, and the documents prepared by the registered design professional in responsible charge shall be used to determine compliance.

TABLE 1704.8 REQUIRED VERIFICATION AND INSPECTION OF PILE FOUNDATIONS


VERIFICATION AND INSPECTION TASK CONTINUOUS DURING TASK LISTED PERIODICALLY DURING TASK LISTED
1. Verify pile materials, sizes and lengths comply with the requirements. X -
2. Determine capacities of test piles and conduct additional load tests, as required. X -
3. Observe driving operations and maintain complete and accurate records for each pile. X -
4. Verify placement locations and plumbness, confirm type and size of hammer, record number of blows per foot of penetration, determine required penetrations to achieve design capacity, record tip and butt elevations and document any pile damage. X -
5. For steel piles, perform additional inspections in accordance with Section 1704.3. - -
6. For concrete piles and concrete-filled piles, perform additional inspections in accordance with Section 1704.4. - -
7. For specialty piles, perform additional inspections as determined by the registered design professional in responsible charge. - -
8. For augered uncased piles and caisson piles, perform inspections in accordance with Section 1704.9. - -
Special inspections shall be performed during installation and testing of pier foundations as required by Table 1704.9. The approved soils report, required by Section 1802.2, and the documents prepared by the registered design professional in responsible charge shall be used to determine compliance.

TABLE 1704.9 REQUIRED VERIFICATION AND INSPECTION OF PIER FOUNDATIONS




VERIFICATION AND INSPECTION TASK


CONTINUOUS DURING TASK LISTED


PERIODICALLY DURING TASK LISTED


1.
Observe drilling operations and maintain complete and accurate records for each pier.

X


-


2.
Verify placement locations and plumbness, confirm pier diameters, bell diameters (if applicable), lengths, embedment into bedrock (if applicable) and adequate end bearing strata capacity.

X


-


3.
For concrete piers, perform additional inspections in accordance with Section 1704.4.

-


-


4.
For masonry piers, perform additional inspections in accordance with Section 1704.5.

-


-

 
Special inspections for sprayed fire-resistant materials applied to structural elements and decks shall be in accordance with Sections 1704.10.1 through 1704.10.5. Special inspections shall be based on the fire-resistance design as designated in the approved construction documents.
The surfaces shall be prepared in accordance with the approved fire-resistance design and the approved manufacturer’s written instructions. The prepared surface of structural members to be sprayed shall be inspected before the application of the sprayed fire-resistant material.
The substrate shall have a minimum ambient temperature before and after application as specified in the approved manufacturer’s written instructions. The area for application shall be ventilated during and after application as required by the approved manufacturer’s written instructions.
The average thickness of the sprayed fire-resistant materials applied to structural elements shall not be less than the thickness required by the approved fire-resistant design. Individually measured thickness, which exceeds the thickness specified in a design by 1 / 4 inch (6.4 mm) or more, shall be recorded as the thickness specified in the design plus 1 / 4 inch (6.4 mm). For design thicknesses 1 inch (25 mm) or greater, the minimum allowable individual thickness shall be the design thickness minus 1 / 4 inch (6.4 mm). For design thicknesses less than 1 inch (25 mm), the minimum allowable individual thickness shall be the design thickness minus 25 percent. Thickness shall be determined in accordance with ASTM E 605. Samples of the sprayed fire-resistant materials shall be selected in accordance with Sections 1704.10.3.1 and 1704.10.3.2.
The thickness of the sprayed fire-resistant material applied to floor, roof and wall assemblies shall be determined in accordance with ASTM E 605 by taking the average of not less than four measurements for each 1,000 square feet (93 m 2 ) of the sprayed area on each floor or part thereof.
The thickness of the sprayed fire-resistant material applied to structural members shall be determined in accordance with ASTM E 605. Thickness testing shall be performed on not less than 25 percent of the structural members on each floor.
The density of the sprayed fire-resistant material shall not be less than the density specified in the approved fire-resistant design. Density of the sprayed fire-resistant material shall be determined in accordance with ASTM E 605.
The cohesive/adhesive bond strength of the cured sprayed fire-resistant material applied to structural elements shall not be less than 150 pounds per square foot (psf) (7.18 kN/m 2 ). The cohesive/adhesive bond strength shall be determined in accordance with the field test specified in ASTM E 736 by testing in-place samples of the sprayed fire-resistant material selected in accordance with Sections 1704.10.5.1 and 1704.10.5.2.
The test samples for determining the cohesive/adhesive bond strength of the sprayed fire-resistant materials shall be selected from each floor, roof and wall assembly at the rate of not less than one sample for every 10,000 square feet (929 m 2 ) or part thereof of the sprayed area in each story.
The test samples for determining the cohesive/adhesive bond strength of the sprayed fire-resistant materials shall be selected from beams, girders, joists, trusses and columns at the rate of not less than one sample for each type of structural framing member for each 10,000 square feet (929 m 2 ) of floor area or part thereof in each story.
Special inspections for mastic and intumescent fire-resistant coatings applied to structural elements and decks shall be in accordance with AWCI 12-B. Special inspections shall be based on the fire-resistance design as designated in the approved construction documents.
Special inspections shall be required for all EIFS applications.

Exceptions:


1. Special inspections shall not be required for EIFS applications installed over a water-resistive barrier with a means of draining moisture to the exterior.
2. Special inspections shall not be required for EIFS applications installed over masonry or concrete walls.
Special inspections shall be required for proposed work that is, in the opinion of the code enforcement official, unusual in its nature, such as, but not limited to, the following examples:

1. Construction materials and systems that are alternatives to materials and systems prescribed by this code.
2. Unusual design applications of materials described in this code.
3. Materials and systems required to be installed in accordance with additional manufacturer’s instructions that prescribe requirements not contained in this code or in standards referenced by this code.
Smoke control systems shall be tested by a special inspector. [F]
The test scope shall be as follows: [F]
1. During erection of ductwork and prior to concealment for the purposes of leakage testing and recording of device location.
2. Prior to occupancy and after sufficient completion for the purposes of pressure difference testing, flow measurements and detection and control verification.
Special inspection agencies for smoke control shall have expertise in fire protection engineering, mechanical engineering and certification as air balancers. [F]
Where special inspection or testing is required by Section 1704, 1707 or 1708, the registered design professional in responsible charge shall prepare a statement of special inspections in accordance with Section 1705 for submittal by the permit applicant (see Section 1704.1.1).
The statement of special inspections shall identify the following:

1. The materials, systems, components and work required to have special inspection or testing by the code enforcement official or by the registered design professional responsible for 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 for special inspection or testing for seismic or wind resistance as specified in Section 1705.3, 1705.4, 1707 or 1708.
5. For each type of special inspection, identification as to whether it will be continuous special inspection or periodic special inspection.
The statement of special inspections shall include seismic requirements for the following cases:

1. The seismic-force-resisting systems in structures assigned to Seismic Design Category C, D, E or F in accordance with Section 1613.
2. Designated seismic systems in structures assigned to Seismic Design Category D, E or F.
3. The following additional systems and components in structures assigned to Seismic Design Category C:
3.1. Heating, ventilating and air-conditioning (HVAC) ductwork containing hazardous materials and anchorage of such ductwork.
3.2. Piping systems and mechanical units containing flammable, combustible or highly toxic materials.
3.3. Anchorage of electrical equipment used for emergency or standby power systems.
4. The following additional systems and components in structures assigned to Seismic Design Category D:
4.1. Systems required for Seismic Design Category C.
4.2. Exterior wall panels and their anchorage.
4.3. Suspended ceiling systems and their anchorage.
4.4. Access floors and their anchorage.
4.5. Steel storage racks and their anchorage, where the importance factor is equal to 1.5 in accordance with Section 15.5.3 of ASCE 7.
5. The following additional systems and components in structures assigned to Seismic Design Category E or F:
5.1. Systems required for Seismic Design Categories C and D.
5.2. Electrical equipment.

Exception:
Seismic requirements are permitted to be excluded from the statement of special inspections for structures designed and constructed in accordance with the following:
1. The structure consists of light-frame construction; the design spectral response acceleration at short periods, SDS, as determined in Section 1613.5.4, does not exceed 0.5g; and the height of the structure does not exceed 35 feet (10 668 mm) above grade plane; or
2. The structure is constructed using a reinforced masonry structural system or reinforced concrete structural system; the design spectral response acceleration at short periods, SDS, as determined in Section 1613.5.4, does not exceed 0.5g; and the height of the structure does not exceed 25 feet (7620 mm) above grade plane; or
3. Detached one- or two-family dwellings not exceeding two stories in height, provided the structure does not have any of the following plan or vertical irregularities in accordance with Section 12.3.2 of ASCE 7:
3.1. Torsional irregularity.
3.2. Nonparallel systems.
3.3. Stiffness irregularity-extreme soft story and soft story.
3.4. Discontinuity in capacity-weak story.
When Section 1705.3 specifies that seismic requirements be included, the statement of special inspections shall identify the following:
1. The designated seismic systems and seismic-force-resisting systems that are subject to special inspections in accordance with Section 1705.3.
2. The additional special inspections and testing to be provided as required by Sections 1707 and 1708 and other applicable sections of this code, including the applicable standards referenced by this code.
The statement of special inspections shall include wind requirements for structures constructed in the following areas:

1. In wind Exposure Category B, where the 3-second-gust basic wind speed is 120 miles per hour (mph) (52.8 m/s) or greater.
2. In wind Exposure Category C or D, where the 3-second-gust basic wind speed is 110 mph (49 m/s) or greater.
When Section 1705.4 specifies that wind requirements be included, the statement of special inspections shall identify the main windforce-resisting systems and wind-resisting components subject to special inspections as specified in Section 1705.4.2.
The statement of special inspections shall include at least the following systems and components:
1. 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 windforce-resisting systems, including braced frames, moment frames and shear walls.
5. Windforce-resisting system connections to the foundation.
6. Fabrication and installation of systems or components required to meet the impact-resistance requirements of Section 1609.1.2.

Exception:
Fabrication of manufactured systems or components that have a label indicating compliance with the wind-load and impact-resistance requirements of this code.
Each contractor responsible for the construction of a main wind- or seismic-force-resisting system, designated seismic system or a wind- or seismic-resisting component listed in the statement of special inspections shall submit a written statement of responsibility to the code enforcement official and the owner prior to the commencement of work on the system or component. The contractor's statement of responsibility shall contain the following:

1. Acknowledgment of awareness of the special requirements contained in the statement of special inspections;
2. Acknowledgment that control will be exercised to obtain conformance with the construction documents approved by the code enforcement official;
3. Procedures for exercising control within the contractor's organization, the method and frequency of reporting and the distribution of the reports; and
4. Identification and qualifications of the person(s) exercising such control and their position(s) in the organization.
Special inspections itemized in Sections 1707.2 through 1707.10, unless exempted by the exceptions of Section 1704.1, are required for the following:

1. The seismic-force-resisting systems in structures assigned to Seismic Design Category C, D, E or F, as determined in Section 1613.
2. Designated seismic systems in structures assigned to Seismic Design Category D, E or F.
3. Architectural, mechanical and electrical components in structures assigned to Seismic Design Category C, D, E or F that are required in Sections 1707.7 and 1707.8.
Continuous special inspection is required for structural welding in accordance with AISC 341.

Exceptions:


1. Single-pass fillet welds not exceeding 5/16 inch (7.9 mm) in size.
2. Floor and roof deck welding.
Continuous special inspection is required during field gluing operations of elements of the seismic-force-resisting system. Periodic special inspection is required for nailing, bolting, anchoring and other fastening of components 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 wood shear walls, shear panels and diaphragms, including nailing, bolting, anchoring and other fastening to other components of the seismic-force-resisting system, where the fastener spacing of the sheathing is more than 4 inches (102 mm) on center (o.c.).
Periodic special inspections is required during welding operations of elements of the seismic-force-resisting system. Periodic special inspection is required for screw attachment, bolting, anchoring and other fastening of components within the seismic-force-resisting system, including struts, braces, and hold-downs.
Special inspection is required for pier foundations for buildings assigned to Seismic Design Category C, D, E or F in accordance with Section 1613. Periodic special inspection is required during placement of reinforcement and continuous special inspection is required during placement of the concrete.
Periodic special inspection is required during the anchorage of access floors and storage racks 8 feet (2438 mm) or greater in height in structures assigned to Seismic Design Category D, E or F.
Periodic special inspection is required during the erection and fastening of exterior cladding, interior and exterior nonbearing walls and interior and exterior veneer in structures assigned to Seismic Design Category D, E or F.

Exceptions:


1. Special inspection is not required for architectural components in structures 30 feet (9144 mm) or less in height.
2. Special inspection is not required for cladding and veneer weighing 5 psf (24.5 N/m2) or less.
3. Special inspection is not required for interior nonbearing walls weighing 15 psf (73.5 N/m2) or less.
Special inspection for mechanical and electrical equipment shall be as follows:

1. Periodic special inspection is required during the anchorage of electrical equipment for emergency or standby power systems in structures assigned to Seismic Design Category C, D, E or F;
2. Periodic special inspection is required during the installation of anchorage of other electrical equipment in structures assigned to Seismic Design Category E or F;
3. Periodic special inspection is required during installation of piping systems intended to carry flammable, combustible or highly toxic contents and their associated mechanical units in structures assigned to Seismic Design Category C, D, E or F;
4. Periodic special inspection is required during the installation of HVAC ductwork that will contain hazardous materials in structures assigned to Seismic Design Category C, D, E or F; and
5. Periodic special inspection is required during the installation of vibration isolation systems in structures assigned to Seismic Design Category C, D, E or F where the construction documents require a nominal clearance of 0.25 inches (6.4 mm) or less between the equipment support frame and restraint.
The special inspector shall examine designated seismic systems requiring seismic qualification in accordance with Section 1708.5 and verify that the label, anchorage or mounting conforms to the certificate of compliance.
Periodic special inspection is required during the fabrication and installation of isolator units and energy dissipation devices that are part of the seismic isolation system.
Testing and verification of masonry materials and assemblies prior to construction shall comply with the requirements of Sections 1708.1.1 through 1708.1.4, depending on the classification of the building or structure or nature of the occupancy, as defined by this code.
For masonry designed by Section 2109 or 2110 or by Chapter 5 or 7 of ACI 530/ASCE 5/TMS 402 in structures classified as Occupancy Category I, II or III, in accordance with Section 1604.5, certificates of compliance used in masonry construction shall be verified prior to construction.
The minimum testing and verification prior to construction for masonry designed by Section 2109 or 2110 or by Chapter 5 or 7 of ACI 530/ASCE 5/TMS 402 in structures classified as Occupancy Category IV, in accordance with Section 1604.5, shall comply with the requirements of Table 1708.1.2.

TABLE 1708.1.2 LEVEL 1 QUALITY ASSURANCE


MINIMUM TESTS AND SUBMITTALS
Certificates of compliance used in masonry construction.


Verification of f'm and f'AAC prior to construction, except where specifically exempted by this code.

The minimum testing and verification prior to construction for masonry designed by Section 2107 or 2108 or by chapters other than Chapter 5, 6 or 7 of ACI 530/ASCE 5/TMS 402 in structures classified as Occupancy Category I, II or III, in accordance with Section 1604.5, shall comply with Table 1708.1.2.
The minimum testing and verification prior to construction for masonry designed by Section 2107 or 2108 or by chapters other than Chapter 5, 6 or 7 of ACI 530/ASCE 5/TMS 402 in structures classified as Occupancy Category IV, in accordance with Section 1604.5, shall comply with Table 1708.1.4.

TABLE 1708.1.4 LEVEL 2 QUALITY ASSURANCE


MINIMUM TESTS AND SUBMITTALS
Certificates of compliance used in masonry construction.


Verification of f'm and f'AAC prior to construction and every 5,000 square feet during construction.


Verification of proportions of materials in mortar and grout as delivered to the site.


For SI: 1 square foot = 0.0929 m2.
The tests specified in Sections 1708.3 through 1708.6 are required for the following:

1. The seismic-force-resisting systems in structures assigned to Seismic Design Category C, D, E or F, as determined in Section 1613.
2. Designated seismic systems in structures assigned to Seismic Design Category D, E or F.
3. Architectural, mechanical and electrical components in structures assigned to Seismic Design Category C, D, E or F that are required in Section 1708.5.
Certified mill test reports shall be provided for each shipment of reinforcing steel used to resist flexural, shear and axial forces in reinforced concrete intermediate frames, special moment frames and boundary elements of special reinforced concrete or reinforced masonry shear walls. Where ASTM A 615 reinforcing steel is used to resist earthquake-induced flexural and axial forces in special moment frames and in wall boundary elements of shear walls in structures assigned to Seismic Design Category D, E or F, as determined in Section 1613, the testing requirements of ACI 318 shall be met. Where ASTM A 615 reinforcing steel is to be welded, chemical tests shall be performed to determine weldability in accordance with Section 3.5.2 of ACI 318.
The testing contained in the quality assurance plan shall be as required by AISC 341 and the additional requirements herein. The acceptance criteria for nondestructive testing shall be as required in AWS D1.1 as specified by the registered design professional.

Base metal thicker than 1.5 inches (38 mm), where subject to through-thickness weld shrinkage strains, shall be ultrasonically tested for discontinuities behind and adjacent to such welds after joint completion. Any material discontinuities shall be accepted or rejected on the basis of ASTM A 435 or ASTM A 898 (Level 1 criteria) and criteria as established by the registered design professional(s) in responsible charge and the construction documents.
The registered design professional in responsible charge shall state the applicable seismic qualification requirements for designated seismic systems on the construction documents. Each manufacturer of designated seismic system components shall test or analyze the component and its mounting system or anchorage and submit a certificate of compliance for review and acceptance by the registered design professional in responsible charge of the design of the designated seismic system and for approval by the code enforcement official. Qualification shall be by an actual test on a shake 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 a more rigorous analysis providing for equivalent safety.
For required system tests, see Section 17.8 of ASCE 7.
Where required by the provisions of Section 1709.2 or 1709.3 the owner shall employ a registered design professional to perform structural observations as defined in Section 1702.

At the conclusion of the work included in the permit, the structural observer shall submit to the code enforcement official a written statement that the site visits have been made and identify any reported deficiencies that, to the best of the structural observer's knowledge, have not been resolved.
Structural observations shall be provided for those structures included in Seismic Design Category D, E or F, as determined in Section 1613, where one or more of the following conditions exist:

1. The structure is classified as Occupancy Category III or IV in accordance with Section 1604.5.
2. The height of the structure is greater than 75 feet (22 860 mm) above the base.
3. The structure is assigned to Seismic Design Category E, is classified as Occupancy Category I or II in accordance with Section 1604.5 and is greater than two stories in height.
4. When so designated by the registered design professional in responsible charge of the design.
5. When such observation is specifically required by the code enforcement official.
Structural observations shall be provided for those structures sited where the basic wind speed exceeds 110 mph (49 m/s), determined from Figure 1609, where one or more of the following conditions exist:

1. The structure is classified as Occupancy Category III or IV in accordance with Table 1604.5.
2. The building height is greater than 75 feet (22 860 mm).
3. When so designated by the registered design professional in responsible charge of the design.
4. When such observation is specifically required by the code enforcement official.
The design strengths and permissible stresses of any structural material that are identified by a manufacturer’s designation as to manufacture and grade by mill tests, or the strength and stress grade is otherwise confirmed to the satisfaction of the code enforcement official, shall conform to the specifications and methods of design of accepted engineering practice or the approved rules in the absence of applicable standards.
For materials that are not specifically provided for in this code, the design strengths and permissible stresses shall be established by tests as provided for in Section 1711.
In the absence of approved rules or other approved standards, the code enforcement official shall make, or cause to be made, the necessary tests and investigations; or the code enforcement official shall accept duly authenticated reports from approved agencies in respect to the quality and manner of use of new materials or assemblies as provided for in Section 104.11. The cost of all tests and other investigations required under the provisions of this code shall be borne by the permit applicant.
Where proposed construction is not capable of being designed by approved engineering analysis, or where proposed construction design method does not comply with the applicable material design standard, the system of construction or the structural unit and the connections shall be subjected to the tests prescribed in Section 1714. The code enforcement official shall accept certified reports of such tests conducted by an approved testing agency, provided that such tests meet the requirements of this code and approved procedures.
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 engineering assessment shall be required. The engineering assessment shall 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 stability or load-bearing capacity, and shall be conducted in accordance with the applicable design standard. If the structural assessment determines that the load-bearing capacity is less than that required by the code, load tests shall be conducted in accordance with Section 1713.2. If the building, structure or portion thereof is found to have inadequate stability or load-bearing capacity for the expected loads, modifications to ensure structural adequacy or the removal of the inadequate construction shall be required.
Structural components and assemblies shall be tested in accordance with the appropriate material standards listed in Chapter 35. In the absence of a standard that contains an applicable load test procedure, the test procedure shall be developed by a registered design professional and approved. The test procedure shall simulate loads and conditions of application that the completed structure or portion thereof will be subjected to in normal use.
In-situ load tests shall be conducted in accordance with Section 1713.3.1 or 1713.3.2 and shall be supervised by a registered design professional. The test shall simulate the applicable loading conditions specified in Chapter 16 as necessary to address the concerns regarding structural stability of the building, structure or portion thereof.
Where a standard listed in Chapter 35 contains an applicable load test procedure and acceptance criteria, the test procedure and acceptance criteria in the standard shall apply. In the absence of specific load factors or acceptance criteria, the load factors and acceptance criteria in Section 1713.3.2 shall apply.
In the absence of applicable load test procedures contained 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 procedure developed by a registered design professional that simulates applicable loading and deformation conditions. For components that are not a part of the seismic-load-resisting system, the test load shall be equal to two times the unfactored design loads. The test load shall be left in place for a period of 24 hours. The structure shall be considered to have successfully met the test requirements where the following criteria are satisfied:
1. Under the design load, the deflection shall not exceed the limitations specified in Section 1604.3.
2. Within 24 hours after removal of the test load, the structure shall have recovered not less than 75 percent of the maximum deflection.
3. During and immediately after the test, the structure shall not show evidence of failure.
In evaluating the physical properties of materials and methods of construction that are not capable of being designed by approved engineering analysis or do not comply with applicable material design standards listed in Chapter 35, the structural adequacy shall be predetermined based on the load test criteria established in this section.
Where specific load test procedures, load factors and acceptance criteria are included in the applicable design standards listed in Chapter 35, such test procedures, load factors and acceptance criteria shall apply. In the absence of specific test procedures, load factors or acceptance criteria, the corresponding provisions in Section 1714.3 shall apply.
Where load test procedures are not specified in the applicable design standards listed in Chapter 35, the load-bearing and deformation capacity of structural components and assemblies shall be determined on the basis of a test procedure developed by a registered design professional that simulates applicable loading and deformation conditions. For components and assemblies that are not a part of the seismic-load-resisting system, the test shall be as specified in Section 1714.3.1. Load tests shall simulate the applicable loading conditions specified in Chapter 16.
The test assembly shall be subjected to an increasing superimposed load equal to not less than two times the superimposed design load. The test load shall be left in place for a period of 24 hours. The tested assembly shall be considered to have successfully met the test requirements if the assembly recovers not less than 75 percent of the maximum deflection within 24 hours after the removal of the test load. The test assembly shall then be reloaded and subjected to an increasing superimposed load until either structural failure occurs or the superimposed load is equal to two and one-half times the load at which the deflection limitations specified in Section 1714.3.2 were reached, or the load is equal to two and one-half times the superimposed design load. In the case of structural components and assemblies for which deflection limitations are not specified in Section 1714.3.2, the test specimen shall be subjected to an increasing superimposed load until structural failure occurs or the load is equal to two and one-half times the desired superimposed design load. The allowable superimposed design load shall be taken as the lesser of:
1. The load at the deflection limitation given in Section 1714.3.2.
2. The failure load divided by 2.5.
3. The maximum load applied divided by 2.5.
The deflection of structural members under the design load shall not exceed the limitations in Section 1604.3.
Load-bearing wall and partition assemblies shall sustain the test load both with and without window framing. The test load shall include all design load components. Wall and partition assemblies shall be tested both with and without door and window framing.
The design pressure rating of exterior windows and doors in buildings shall be determined in accordance with Section 1714.5.1 or 1714.5.2.

Exception:
Structural wind load design pressures for window units smaller than the size tested in accordance with Section 1714.5.1 or 1714.5.2 shall be permitted to be higher than the design value of the tested unit provided such higher pressures are determined by accepted engineering analysis. All components of the small unit shall be the same as the tested unit. Where such calculated design pressures are used, they shall be validated by an additional test of the window unit having the highest allowable design pressure.
Exterior windows and sliding doors shall be tested and labeled as conforming to AAMA/WDMA/CSA101/I.S.2/A440. The label shall state the name of the manufacturer, the approved labeling agency and the product designation as specified in AAMA/ WDMA/CSA101/I.S.2/A440. Exterior side-hinged doors shall be tested and labeled as conforming to AAMA/WDMA/CSA101/I.S.2/A440 or comply with Section 1714.5.2. Products tested and labeled as conforming to AAMA/WDMA/CSA 101/I.S.2/A440 shall not be subject to the requirements of Sections 2403.2 and 2403.3.
Exterior window and door assemblies shall be tested in accordance with ASTM E 330. Exterior window and door assemblies containing glass shall comply with Section 2403. The design pressure for testing shall be calculated in accordance with Chapter 16. Each assembly shall be tested for 10 seconds at a load equal to 1.5 times the design pressure.
Test specimens and construction shall be representative of the materials, workmanship and details normally used in practice. The properties of the materials used to construct the test assembly shall be determined on the basis of tests on samples taken from the load assembly or on representative samples of the materials used to construct the load test assembly. Required tests shall be conducted or witnessed by an approved agency.
The vertical load-bearing capacity, torsional moment capacity and deflection characteristics of joist hangers shall be determined in accordance with ASTM D 1761 using lumber having a specific gravity of 0.49 or greater, but not greater than 0.55, as determined in accordance with AF&PA; NDS for the joist and hangers.

Exception:
The joist length shall not be required to exceed 24 inches (610 mm).
The vertical load capacity for the joist hanger shall be determined by testing a minimum of three joist hanger assemblies as specified in ASTM D 1761. If the ultimate vertical load for any one of the tests varies more than 20 percent from the average ultimate vertical load, at least three additional tests shall be conducted. The allowable vertical load of the joist hanger shall be the lowest value determined from the following:
1. The lowest ultimate vertical load for a single hanger from any test divided by three (where three tests are conducted and each ultimate vertical load does not vary more than 20 percent from the average ultimate vertical load).
2. The average ultimate vertical load for a single hanger from all tests divided by three (where six or more tests are conducted).
3. The average from all tests of the vertical loads that produce a vertical movement of the joist with respect to the header of 0.125 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.
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 0.125 inch (3.2 mm).
Allowable design values for joist hangers that are determined by Item 4 or 5 in Section 1715.1.2 shall be permitted to be modified by the appropriate duration of loading factors as specified in AF&PA; NDS but shall not exceed the direct loads as determined by Item 1, 2 or 3 in Section 1715.1.2. Allowable design values determined by Item 1, 2 or 3 in Section 1715.1.2 shall not be modified by duration of loading factors.
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.
When 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 covering in accordance with SBCCI SSTD 11 and Chapter 15.
Resources