- unless directed otherwise by the building official, assume all responsibilities of the building official contained in sections 1703.1, 1703.2, 1703.4, 1703.4.1, 1703.4.2, 1703.6, 1704.1, 1704.4.1, 1708.4, 1711.1, 1712.1.
- be responsible for selection of any approved agency, approved fabricator, or party qualified to conduct a special inspection.
- determine the frequency and extent of the applicable tests, inspections, and observations required in this chapter.
- provide to the building official, prior to the issuance of a building permit, a plan that shall outline the tests, inspections, and observations of the work to such an extent that it provides reasonable evidence and documentation to the building official that the work is being constructed in accordance with the construction documents.
- submit to the building official, prior to the issuance of a certificate of occupancy, a final tests and inspections report stating that to his knowledge, the requirements of the plan in section 1701.1.1 item 4. have been satisfactorily completed and that any deficiencies have been reported and rectified.
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 building 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 or in accordance with a standard, listed in Chapter 35, which provides requirements for quality control done under the supervision of a third-party quality control agency 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”).
INTUMESCENT FIRE-RESISTANT COATINGS. Thin film liquid mixture applied to substrates by brush, roller, spray or trowel which expands into a protective foamed layer to provide fire-resistant protection of the substrates when exposed to flame or intense heat.
MAIN WINDFORCE-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.
MASTIC FIRE-RESISTANT COATINGS. Liquid mixture applied to a substrate by brush, roller, spray or trowel that provides fire-resistant protection of a substrate when exposed to flame or intense heat.
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 sprayed 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. Structural observation does not include or waive the responsibility for the inspection required by Section 110, 1704 or other sections of this code.
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 approved agencies to perform inspections during construction on the types of work listed under Section 1704. These inspections are in addition to the inspections identified in Section 110.
The special inspector shall be a qualified person who shall demonstrate competence, to the satisfaction of the building official, for the inspection of the particular type of construction or operation requiring special inspection. The registered design professional in responsible charge and engineers of record involved in the design of the project are permitted to act as the approved agency and their personnel are permitted to act as the special inspector for the work designed by them, provided those personnel meet the qualification requirements of this section to the satisfaction of the building official. The special inspector shall provide written documentation to the building official demonstrating his or her competence and 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. These qualifications are in addition to qualifications specified in other sections of this code.
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 building 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 building official, special inspections are not required for Group U occupancies that are accessory to a residential occupancy including, but not limited to, those listed in Section 312.1.
The applicant shall submit a statement of special inspections prepared by the registered design professional in responsible charge in accordance with Section 107.1 as a condition for 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 building official for construction not designed by a registered design professional.
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.
- A fabricator of structural steel that is certified by the American Institute of Steel Construction Inc.’s Fabricator Certification Program.
- A fabricator of precast concrete that is certified by the Precast/Prestressed Concrete Institute’s Plant Certification Program.
- A fabricator of cold-formed steel trusses that is certified by the Truss Plate Institute’s Quality Assurance Program.
- A fabricator of wood trusses that is certified by the Truss Plate Institute’s Quality Assurance Program.
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 members.
2.5. Welding of stairs and railing systems.
TABLE 1704.3
REQUIRED VERIFICATION AND INSPECTION OF STEEL CONSTRUCTION
| VERIFICATION AND INSPECTION | CONTINUOUS | PERIODIC | REFERENCED | IBC 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 | AISC 360, | |
| b. Manufacturer’s certificate of compliance required. | - | X | - | - |
| 2. Inspection of high-strength bolting: | ||||
| a. Snug-tight joints. | - | X | AISC 360, | 1704.3.3 |
| b. Pretensioned and slip-critical joints using turn-of-nut with matchmarking, twist-off bolt or direct tension indicator methods of installation. | - | X | ||
| c. Pretensioned and slip-critical joints using turn-of-nut without matchmarking or calibrated wrench methods of installation. | X | - | ||
| 3. Material verification of structural steel and cold-formed steel deck: | ||||
| a. For structural steel, identification markings to conform to AISC 360. | - | X | AISC 360, | |
| b. For other steel, identification markings to conform to ASTM standards specified in the approved construction documents. | - | X | Applicable ASTM material standards | |
| c. Manufacturer’s certified test reports. | - | X | ||
| 4. Material verification of weld filler materials: | ||||
| a. Identification markings to conform to AWS | - | X | AISC 360, | - |
| 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 | - | AWS D1.1 | 1704.3.1 |
| 2) Multipass fillet welds. | X | - | ||
| 3) Single-pass fillet welds > 5/162 | X | - | ||
| 4) Plug and slot welds. | X | - | ||
| 5) Single-pass fillet welds ≤ 5/162 | - | X | ||
| 6) Floor and roof deck welds. | - | X | AWS D1.3 | |
(continued)
TABLE 1704.3 - continued
REQUIRED VERIFICATION AND INSPECTION OF STEEL CONSTRUCTION
| VERIFICATION AND INSPECTION | CONTINUOUS | PERIODIC | REFERENCED | IBC REFERENCE |
| b. Reinforcing steel: | - | |||
| 1) Verification of weldability of reinforcing steel | - | X | AWS D1.4 ACI 318: Section 3.5.2 | |
| 2) Reinforcing steel resisting flexural and axial forces in intermediate and special moment frames, and boundary elements of special structural walls of concrete and shear reinforcement. | X | - | ||
| 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 | - | 1704.3.2 |
| b. Member locations. | - | X | ||
| c. Application of joint details at each connection. | - | X | ||
For SI: 1 inch = 25.4 mm.
a. Where applicable, see also Section 1707.1, Special inspection for seismic resistance.
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 above grade plane that are fully supported on earth or rock.
2. Continuous concrete footings supporting walls of buildings three stories or less above grade plane 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 1809.7; 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 1807.1.6.2.
5. Concrete patios, driveways and sidewalks, on grade.
TABLE 1704.4
REQUIRED VERIFICATION AND INSPECTION OF CONCRETE CONSTRUCTION
| VERIFICATION AND INSPECTION | CONTINUOUS | PERIODIC | REFERENCED | IBC REFERENCE |
| 1. Inspection of reinforcing steel, including | - | X | ACI 318: 3.5, 7.1-7.7 | 1913.4 |
| 2. Inspection of reinforcing steel welding in | - | - | AWS D1.4 | - |
| 3. Inspection of bolts to be installed in concrete prior to and during placement of concrete where allowable loads have been increased or where strength design is used. | X | - | ACI 318: | 1911.5, |
| - | X | ACI 318: | 1912.1 | |
| 5. Verifying use of required design mix. | - | X | ACI 318: Ch. 4, 5.2-5.4 | |
| 6. At the time fresh concrete is sampled to fabricate | X | - | ASTM C 172 | 1913.10 |
| 7. Inspection of concrete and shotcrete placement | X | - | ACI 318: 5.9, 5.10 | |
| 8. Inspection for maintenance of specified curing | - | X | ACI 318: 5.11-5.13 | 1913.9 |
| 9. Inspection of prestressed concrete: | X | - | ACI 318: 18.20 | - |
| 10. Erection of precast concrete members. | - | X | ACI 318: Ch. 16 | - |
| 11. Verification of in-situ concrete strength, prior to | - | X | ACI 318: 6.2 | - |
| 12. 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.
Masonry construction shall be inspected and verified in accordance with the requirements of Sections 1704.5.1 through 1704.5.3, depending on the occupancy category of the building or structure.
Exception: Special inspections shall not be required for:
1. Empirically designed masonry, glass unit masonry or masonry veneer designed by Section 2109, 2110 or Chapter 14, respectively, or by Chapter 5, 6 or 7 of TMS 402/ACI 530/ASCE 5, 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 1807.1.6.3(1), 1807.1.6.3(2), 1807.1.6.3(3) or 1807.1.6.3(4).
3. Masonry fireplaces, masonry heaters or masonry chimneys installed or constructed in accordance with Section 2111, 2112 or 2113, respectively.
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, 6 or 7 of TMS 402/ACI 530/ASCE 5, 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 REQUIRED VERIFICATION AND INSPECTION OF MASONRY CONSTRUCTION
| VERIFICATION AND INSPECTION | FREQUENCY OF INSPECTION | REFERENCE FOR CRITERIA | |||
| CONTINUOUS | PERIODIC | IBC SECTION | TMS 402/ACI 530/ASCE 5a | TMS 602/ACI 530.1/ASCE 6a | |
| 1. Compliance with required inspection provisions of the construction documents and the approved submittals shall be verified. | - | X | - | - | Art. 1.5 |
| 2. Verification of f'm and f'AAC prior to construction except where specifically exempted by this code. | - | X | - | - | Art. 1.4B |
| 3. Verification of slump flow and VSI as delivered to the site for self-consolidating grout. | X | - | - | - | Art. 1.5B.1.b.3 |
| 4. As masonry construction begins, the following shall be verified to ensure compliance: | |||||
| - | X | - | - | Art. 2.6A | |
| - | 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 |
| 5. During construction the inspection program shall verify: | |||||
| a. Size and location of structural elements. | - | X | - | - | Art. 3.3F |
| 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), 1.16.1 | - |
| c. Specified size, grade and type of reinforcement, anchor bolts, prestressing tendons and anchorages. | - | X | - | Sec. 1.15 | Art. 2.4, 3.4 |
| d. Welding of reinforcing bars. | X | - | - | Sec. 2.1.9.7.2, 3.3.3.4(b) | - |
| e. Preparation, construction and 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 |
(continued)
TABLE 1704.5.1 - continued
LEVEL 1 REQUIRED VERIFICATION AND INSPECTION OF MASONRY CONSTRUCTION
| VERIFICATION AND INSPECTION | FREQUENCY OF INSPECTION | REFERENCE FOR CRITERIA | |||
| CONTINUOUS | PERIODIC | IBC SECTION | TMS 402/ACI 530/ASCE 5a | TMS 602/ACI 530.1/ASCE 6a | |
| 6. Prior to grouting, the following shall be verified to ensure compliance: | |||||
| a. Grout space is clean. | - | X | - | - | Art. 3.2D |
| b. Placement of reinforcement 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 |
| - | X | - | - | Art. 3.3B | |
| 7. Grout placement shall be verified to ensure compliance: | X | - | - | - | Art. 3.5 |
| a. Grouting of prestressing bonded tendons. | X | - | - | - | Art. 3.6C |
| 8. Preparation of any required grout specimens, mortar specimens and/or prisms shall be observed. | - | X | Sec. 2105.2.2, 2105.3 | - | Art. 1.4 |
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 Chapter 5, 6 or 7 of TMS 402/ACI 530/ASCE 5 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 REQUIRED VERIFICATION AND INSPECTION OF MASONRY CONSTRUCTION
| VERIFICATION AND INSPECTION | CONTINUOUS | PERIODIC | REFERENCE FOR CRITERIA | ||
| IBC SECTION | TMS 402/ACI 530/ASCE 5a | TMS 602/ACI 530.1/ASCE 6a | |||
| 1. Compliance with required inspection provisions of the construction documents and the approved submittals. | - | X | - | - | Art. 1.5 |
| 2. Verification of f'm and f'AAC prior to construction and for every 5,000 square feet during construction. | - | X | - | - | Art. 1.4B |
| 3. Verification of proportions of materials in premixed or preblended mortar and grout as delivered to the site. | - | X | - | - | Art. 1.5B |
| 4. Verification of slump flow and VSI as delivered to the site for self-consolidating grout. | X | - | - | - | Art. 1.5B.1.b.3 |
| 5. 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. 1.15 | Art. 3.4, 3.6A |
| d. Grout space prior to grout. | X | - | - | - | Art. 3.2D |
| e. Placement of grout. | X | - | - | - | Art. 3.5 |
| f. Placement of prestressing grout. | X | - | - | - | Art. 3.6C |
| g. Size and location of structural elements. | - | X | - | - | Art. 3.3F |
| h. Type, size and location of anchors, including other details of anchorage of masonry to structural members, frames or other construction. | X | - | - | Sec.1.2.2(e), 1.16.1 | - |
| i. Specified size, grade and type of reinforcement, anchor bolts, prestressing tendons and anchorages. | - | X | - | Sec. 1.15 | Art. 2.4, 3.4 |
| j. Welding of reinforcing bars. | X | - | - | Sec. 2.1.9.7.2, 3.3.3.4 (b) | - |
| k. Preparation, construction and protection of masonry during cold weather (temperature below 40°F) or hot weather (temperature above 90°F). | - | X | - | Art. 1.8C, 1.8D | |
| l. Application and measurement of prestressing force. | X | - | - | - | Art. 3.6B |
| 6. Preparation of any required grout specimens and/or prisms shall be observed. | X | - | - | Art. 1.4 | |
For SI: °C = [(°F) - 32]/1.8, 1 square foot = 0.0929 m2.
a. The specific standards referenced are those listed in Chapter 35.
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 geotechnical report, and the construction documents prepared by the registered design professionals 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 geotechnical report.
Exception: Where Section 1803 does not require reporting of materials and procedures for fill placement, the special inspector shall verify that the in-place dry density of the compacted fill is not less than 90 percent of the maximum dry density at optimum moisture content determined in accordance with ASTM D 1557.
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 shallow foundations 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 compacted fill materials. | - | X |
| 4. Verify use of proper materials, densities and lift thicknesses during placement and compaction of compacted fill. | X | - |
| 5. Prior to placement of compacted fill, observe subgrade and verify that site has been prepared properly. | - | X |
Special inspections shall be performed during installation and testing of driven deep foundation elements as required by Table 1704.8. The approved geotechnical report, and the construction documents prepared by the registered design professionals, shall be used to determine compliance.
TABLE 1704.8
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 requirements. | X | - |
| 2. Determine capacities of test elements and conduct additional load tests, as required. | X | - |
| 3. Observe driving operations and maintain complete and accurate records for each element. | 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 damage to foundation element. | X | - |
| 5. For steel elements, perform additional inspections in accordance with Section 1704.3. | - | - |
| 6. For concrete elements and concrete-filled elements, perform additional inspections in accordance with Section 1704.4. | - | - |
| 7. For specialty elements, perform additional inspections as determined by the registered design professional in responsible charge. | - | - |
Special inspections shall be performed during installation and testing of cast-in-place deep foundation elements as required by Table 1704.9. The approved geotechnical report, and the construction documents prepared by the registered design professionals, shall be used to determine compliance.
TABLE 1704.9
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 accurate records for each element. | X | - |
| 2. Verify placement locations and plumbness, confirm element diameters, bell diameters (if applicable), lengths, embedment into bedrock (if applicable) and adequate end-bearing strata capacity. Record concrete or grout volumes. | X | - |
| 3. For concrete elements, perform additional inspections in accordance with Section 1704.4. | - | - |
The special inspections shall include the following tests and observations to demonstrate compliance with the listing and the fire-resistance rating:
1. Condition of substrates.
2. Thickness of application.
3. Density in pounds per cubic foot (kg/m3).
4. Bond strength adhesion/cohesion.
5. Condition of finished application.
The density of the sprayed fire-resistant material shall not be less than the density specified in the approved fire-resistance design. Density of the sprayed fire-resistant material shall be determined in accordance with ASTM E 605. The test samples for determining the density of the sprayed fire-resistant materials shall be selected as follows:
1. From each floor, roof and wall assembly at the rate of not less than one sample for every 2,500 square feet (232 m2) or portion thereof of the sprayed area in each story.
2. From beams, girders, trusses and columns at the rate of not less than one sample for each type of structural member for each 2,500 square feet (232 m2) of floor area or portion thereof in each story.
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 building 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.
The test scope shall be as follows:
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.
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 building 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 cases covered in Sections 1705.3.1 through 1705.3.5.
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 above grade plane, 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.
The seismic- force-resisting systems in structures assigned to Seismic Design Category C, D, E or F, in accordance with Section 1613.
Exception: Requirements for the seismic-force-resisting system are permitted to be excluded from the statement of special inspections for steel systems in structures assigned to Seismic Design Category C that are not specifically detailed for seismic resistance, with a response modification coefficient, R, of 3 or less, excluding cantilever column systems.
The following additional systems and components in structures assigned to Seismic Design Category C:
1. Heating, ventilating and air-conditioning (HVAC) ductwork containing hazardous materials and anchorage of such ductwork.
2. Piping systems and mechanical units containing flammable, combustible or highly toxic materials.
3. Anchorage of electrical equipment used for emergency or standby power systems.
The following additional systems and components in structures assigned to Seismic Design Category D:
1. Systems required for Seismic Design Category C.
2. Exterior wall panels and their anchorage.
3. Suspended ceiling systems and their anchorage.
4. Access floors and their anchorage.
5. Steel storage racks and their anchorage, where the importance factor is equal to 1.5 in accordance with Section 15.5.3 of ASCE 7.
The following additional systems and components in structures assigned to Seismic Design Category E or F:
1. Systems required for Seismic Design Categories C and D.
2. Electrical equipment.
When Sections 1705.3 through 1705.3.5 specify 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 Sections 1705.3 through 1705.3.5.
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.
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 wind-force-resisting systems, including braced frames, moment frames and shear walls.
5. Wind-force-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.
Special inspections itemized in Sections 1706.2 through 1706.4, unless exempted by the exceptions to Section 1704.1, are required for buildings and 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 (52.8 m/sec) or greater.
2. In wind Exposure Categories C or D, where the 3-second-gust basic wind speed is 110 mph (49 m/sec) or greater.
Continuous special inspection is required during field gluing operations of elements of the main windforce-resisting system. Periodic special inspection is required for nailing, bolting, anchoring and other fastening of components within the main windforce-resisting system, including wood shear walls, wood diaphragms, drag struts, braces and hold-downs.
Exception: Special inspection is not required for wood shear walls, shear panels and diaphragms, including nailing, bolting, anchoring and other fastening to other components of the main windforce-resisting system, where the fastener spacing of the sheathing is more than 4 inches (102 mm) on center.
Periodic special inspection is required during welding operations of elements of the main windforce-resisting system. Periodic special inspection is required for screw attachment, bolting, anchoring and other fastening of components within the main windforce-resisting system, including shear walls, braces, diaphragms, collectors (drag struts) and hold-downs.
Exception: Special inspection is not required for cold-formed steel light-frame shear walls, braces, diaphragms, collectors (drag struts) and hold-downs where either of the following apply:
1. The sheathing is gypsum board or fiberboard.
2. The sheathing is wood structural panel or steel sheets on only one side of the shear wall, shear panel or diaphragm assembly and the fastener spacing of the sheathing is more than 4 inches (102 mm) on center (o.c.).
Periodic special inspection is required for the following systems and components:
1. Roof cladding.
2. Wall cladding.
Special inspections itemized in Sections 1707.2 through 1707.9, unless exempted by the exceptions of Section 1704.1, 1705.3, or 1705.3.1, 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 1707.6 and 1707.7.
Special inspection for structural steel shall be in accordance with the quality assurance plan requirements of AISC 341.
Exceptions:
1. Special inspections of structural steel in structures assigned to Seismic Design Category C that are not specifically detailed for seismic resistance, with a response modification coefficient, R, of 3 or less, excluding cantilever column systems.
2. For ordinary moment frames, ultrasonic and magnetic particle testing of complete joint penetration groove welds are only required for demand critical welds.
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 inspection 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 shear walls, braces, diaphragms, collectors (drag struts) and hold-downs.
Exception: Special inspection is not required for cold-formed steel light-frame shear walls, braces, diaphragms, collectors (drag struts) and hold-downs where either of the following apply:
1. The sheathing is gypsum board or fiberboard.
2. The sheathing is wood structural panel or steel sheets on only one side of the shear wall, shear panel or diaphragm assembly and the fastener spacing of the sheathing is more than 4 inches (102 mm) o.c.
Periodic special inspection 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 exterior cladding, interior and exterior nonbearing walls and interior and exterior veneer 30 feet (9144 mm) or less in height above grade or walking surface.
2. Special inspection is not required for exterior cladding and interior and exterior veneer weighing 5 psf (24.5 N/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 1/4 inch (6.4 mm) or less between the equipment support frame and restraint.
The testing and qualification specified in Sections 1708.2 through 1708.5, unless exempted from special inspections by the exceptions of Section 1704.1, 1705.3 or 1705.3.1 are required as follows:
1. The seismic-force-resisting systems in structures assigned to Seismic Design Category C, D, E or F, as determined in Section 1613 shall meet the requirements of Sections 1708.2 and 1708.3, as applicable.
2. Designated seismic systems in structures assigned to Seismic Design Category C, D, E or F subject to the special certification requirements of ASCE 7 Section 13.2.2 are required to be tested in accordance with Section 1708.4.
3. Architectural, mechanical and electrical components in structures assigned to Seismic Design Category C, D, E or F with an Ip = 1.0 are required to be tested in accordance with Section 1708.4 where the general design requirements of ASCE 7 Section 13.2.1, Item 2 for manufacturer’s certification are satisfied by testing.
4. The seismic isolation system in seismically isolated structures shall meet the testing requirements of Section 1708.5.
Testing for structural steel shall be in accordance with the quality assurance plan requirements of AISC 341.
Exceptions:
1. Testing for structural steel in structures assigned to Seismic Design Category C that are not specifically detailed for seismic resistance, with a response modification coefficient, R, of 3 or less, excluding cantilever column systems.
2. For ordinary moment frames, ultrasonic and magnetic particle testing of complete joint penetration groove welds are only required for demand critical welds.
The registered design professional shall state the applicable seismic certification requirements for nonstructural components and designated seismic systems on the construction documents.
1. The manufacturer of each designated seismic system components subject to the provisions of ASCE 7 Section 13.2.2 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 responsible for the design of the designated seismic system and for approval by the building official. Certification shall be based on 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 more rigorous analysis providing for equivalent safety.
2. Manufacturer’s certification of compliance for the general design requirements of ASCE 7 Section 13.2.1 shall be based on analysis, testing or experience data.
Where required by the provisions of Section 1710.2 or 1710.3, the owner shall employ a registered design professional to perform structural observations as defined in Section 1702.
Prior to the commencement of observations, the structural observer shall submit to the building official a written statement identifying the frequency and extent of structural observations.
At the conclusion of the work included in the permit, the structural observer shall submit to the building official a written statement that the site visits have been made and identify any reported deficiencies which, to the best of the structural observer’s knowledge, have not been resolved.
Structural observations shall be provided for those structures assigned to 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 Table 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 Table 1604.5, and is greater than two stories above grade plane.
4. When so designated by the registered design professional responsible for the structural design.
5. When such observation is specifically required by the building official.
Structural observations shall be provided for those structures sited where the basic wind speed exceeds 110 mph (49 m/sec) 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 of the structure is greater than 75 feet (22 860 mm).
3. When so designated by the registered design professional responsible for the structural design.
4. When such observation is specifically required by the building official.
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.
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 1715.3.2 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 1715.3.2, 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 1715.3.2.
2. The failure load divided by 2.5.
3. The maximum load applied divided by 2.5.
The design pressure rating of exterior windows and doors in buildings shall be determined in accordance with Section 1715.5.1 or 1715.5.2.
Exception: Structural wind load design pressures for window units smaller than the size tested in accordance with Section 1715.5.1 or 1715.5.2 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.
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 headers.
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 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.