Chapter 17A — SPECIAL INSPECTIONS AND TESTS

User notes:

About this chapter: Chapter 17A provides a variety of procedures and criteria for testing materials and assemblies, labeling materials and assemblies, and special inspection of structural assemblies. Chapter 17A is applicable to structures regulated by the Division of the State Architect-Structural Safety—including public elementary and secondary schools, community colleges, and state- owned or state-leased essential services buildings (applications listed in Sections 1.9.2.1 [DSA-SS] and 1.9.2.2 [DSA-SS/CC])—and by the Department of Health Care Access and Information/Office of Statewide Hospital Planning and Development—including hospitals and correctional treatment centers (applications listed in Sections 1.10.1 [OSHPD 1] and 1.10.4 [OSHPD 4]).

1910A.4 ( [DSA-SS/CC] 1909.2.6). ¶

1705A.3.8 Special Inspections and tests for post-installed anchors in concrete. [OSHPD 1R, 2 & 5, DSA-SS, DSA-SS/CC] Special inspections and tests for post-installed anchors in concrete shall be in accordance with Table 1705A.3 and Section 1910A.5 ( [DSA- SS/CC] 1909.2.7).

1705A.3.9 Shotcrete. All shotcrete work shall be continuously inspected during placing by an approved agency. The special shot- crete inspector shall check the materials, placing equipment, details of construction and construction procedure. The approved agency shall furnish a verified report that of his or her own personal knowledge the work covered by the report has been performed and materials have been used and installed in every material respect in compliance with the duly approved plans and specifications.

[DSA-SS, DSA-SS/CC] Testing requirements per ACI 318 and ACI 506.2 shall also apply.

1705A.3.9.1 Visual examination for structural soundness of in-place shotcrete. Completed shotcrete work shall be checked visually for reinforcing bar embedment, voids, rock pockets, sand streaks and similar deficiencies by examining a minimum of three 3-inch (76 mm) cores taken from three areas chosen by the design engineer which represent the worst congestion of reinforc- ing bars occurring in the project. Extra reinforcing bars may be added to noncongested areas and cores may be taken from these areas. The cores shall be examined by the special inspector and a report submitted to the enforcement agency prior to final approval of the shotcrete.

Exception: Shotcrete work fully supported on earth, minor repairs, and when, in the opinion of the enforcement agency, no special hazard exists.

1705A.3.9.2 Preconstruction tests. A shotcrete mockup panel shall be shot, cured, cored or sawn, examined and tested prior to commencement of the project. The mockup panel shall be representative of the project and simulate job conditions as closely as possible. The mockup panel thickness and reinforcing shall reproduce the thickest and most congested area specified in the struc- tural design. It shall be shot at the same angle, using the same nozzleman and with the same concrete mix design that will be used on the project. Adequate encasement of bars larger than No. 5 shall be demonstrated by the mockup panel. The equipment used in preconstruction testing shall be the same equipment used in the work requiring such testing, unless substitute equipment is approved by the building official. Reports of preconstruction tests shall be submitted to the building official as specified in Section 1704A.5. Approval from the enforcement agency must be obtained prior to performing shotcrete mockup panels.

el. The equipment used_ in preconstruction testing shall be the same equipment used in the work requiring such testing, unless substitute equipment is approved by the building official. Reports of preconstruction tests shall be submitted to the building official as specified in Section 1704A.5. Approval from the enforcement agency must be obtained prior to performing shotcrete mockup panels.

1705 A .4 Masonry construction. Special inspections and tests of masonry construction shall be performed in accordance with the quality assurance program requirements of TMS 402 and TMS 602, as set forth in Tables 3 and 4, Level 3 requirements and Chapter 21A. Testing shall be performed in accordance with Section 2105A ([DSA-SS/CC] 2115.8). Special inspection and testing of post-installed anchors in masonry shall be required in accordance with requirements for concrete in Chapters 17A and 19A. Batch plant inspection of grout materials shall be in accordance with Section 1705A.3.3.

1705 A .4.1 Glass unit masonry and masonry veneer in Risk Category II, III or IV. Special inspections and tests for glass unit masonry or masonry veneer designed in accordance with Section 2110 A or Chapter 14, respectively, where they are part of a structure classified as Risk Category II, III or IV shall be performed in accordance with TMS 602 Tables 3 and 4, Level 2.

1705A.4.1.1 TMS 602 Section 1.6 Quality Assurance. Replace footnote (d) in TMS 602 Table 4 as follows:

(d) Periodic special inspection is required for all veneer.

1705 A .4.2 Vertical masonry foundation elements. Special inspections and tests of vertical masonry foundation elements shall be performed in accordance with Section 1705 A .4.

1705 A .5 Wood construction. Special inspections of prefabricated wood structural elements and assemblies shall be in accordance with Section 1704 A .2.5 except as modified in this section . Special inspections of site-built assemblies shall be in accordance with this section.

1705 A .5.1 High-load diaphragms. High-load diaphragms designed in accordance with Section 2306.2 or 2307.1 shall be installed with special inspections as indicated in Section 1704 A .2. The special inspector shall inspect the wood structural panel sheathing to ascertain whether it is of the grade and thickness shown on the approved construction documents. 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 construction documents.

1705 A .5.2 Metal-plate-connected wood trusses spanning 60 feet or greater. Where a truss clear span is 60 feet (18 288 mm) or greater, the special inspector shall verify that the temporary installation restraint/bracing and the permanent individual truss member restraint/bracing are installed in accordance with the approved truss submittal package.

1705 A .5.3 Mass timber construction. Special inspections of mass timber elements in Types IV-A, IV-B and IV-C construction shall be in accordance with Table 1705 A .5.3.

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TABLE 1705A.5.3—REQUIRED SPECIAL INSPECTIONS OF MASS TIMBER CONSTRUCTION

TYPE	TYPE	CONTINUOUS SPECIAL INSPECTION	PERIODIC SPECIAL INSPECTION
1.	Inspection of anchorage and connections of mass timber construction to timber deep foundation systems.	—	X
2.	Inspect erection of mass timber construction.	—	X
3.	Inspection of connections where installation methods are required to meet design loads.
	_3.1._Threaded fasteners.	—	X
	_ 3.1.1._ Verify use of proper installation equipment.	—	X
	_ 3.1.2._ Verify use of pre-drilled holes where required.	—	X
	_ 3.1.3._ Inspect screws, including diameter, length, head type, spacing, installation angle and depth.
	_3.2._Adhesive anchors installed in horizontal or upwardly inclined orientation to resist sustained tension loads.	X	—
	_3.3._Adhesive anchors not defined in preceding cell.	—	X
	_3.4._Bolted connections.	—	X
	3.5.Concealed connections.(*[DSA-SS, DSA-SS/CC]*See Sec. 110.3.5 for wood-covered connections.)	—	X

1705A.5.4 Wood structural elements and assemblies. Special inspection of wood structural elements and assemblies is required, as specified in this section, to ensure conformance with approved construction documents and applicable standards.

The approved agency shall furnish a verified report to the design professional in general responsible charge of construction obser- vation, the structural engineer and the enforcement agency, in accordance with the California Administrative Code and this chapter. The verified report shall list all inspected members or trusses, and shall indicate whether or not the inspected members or trusses conform with applicable standards and the approved drawings and specifications. Any nonconforming items shall be indicated on the verified report.

1705A.5.5 Structural glued laminated and cross-laminated timber. Manufacture of all structural glued laminated and cross-lami- nated timber shall be continuously inspected by an approved agency.

The approved agency shall verify that proper quality control procedures and tests have been employed for all materials and the manufacturing process, and shall perform visual inspection of the finished product. Each inspected member shall be stamped by the approved agency with an identification mark.

Exception: Special Inspection is not required for non-custom prismatic glued laminated members identified on drawings and sourced from stock or general inventory of 5 [1] / 2 -inch maximum width and 18-inch maximum depth, and with a maximum clear span of 32 feet, manufactured and marked in accordance with ANSI/APA A190.1 Section 14.1 for noncustom members.

1705A.5.6 Manufactured open web trusses. The manufacture of open web trusses shall be continuously inspected by an approved

agency.

The approved agency shall verify that proper quality control procedures and tests have been employed for all materials and the manufacturing process, and shall perform visual inspection of the finished product. Each inspected truss shall be stamped with an identification mark by the approved agency.

1705A.5.7 Timber connectors. The installation of all split ring and shear plate timber connectors, and timber rivets shall be continuously inspected by an approved agency. The approved agency shall furnish the architect, structural engineer and the enforcement agency with a report verifying that the materials, timber connectors and workmanship conform to the approved construction documents.

1705 A .6 Soils. Special inspections and tests of existing site soil conditions, fill placement and load-bearing requirements shall be performed in accordance with this section and Table 1705 A .6. The approved geotechnical report and the construction documents prepared by the registered design professionals shall be used to determine compliance.

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 D1557.

[DSA-SS, DSA-SS/CC] Additional exceptions to soils special inspections and tests are permitted for the following cases when all the following occur: A) no geotechnical report is required; B) the design is permitted to be and is based on Section 1806A.2 and Table 1806A.2; C) cases are identified on the approved construction documents. 1. Deep foundations for the following structures: a. Freestanding sign or scoreboard. b. Telecommunications towers and poles less than 35 feet 0 inches above lowest adjacent grade. c. Poles less than 35 feet 0 inches above lowest adjacent grade for lighting, flags, open mesh fences and similar structures.

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d. Single-story structure with dead load less than 5 psf. e. Covered walkway structure with an apex height less than 10 feet 0 inches above lowest adjacent grade.

2. Shallow foundations or excavations for:

a. Buildings meeting Exception 1 criteria in Section 1803A.2 supported by native soil (having any excavation depth) or fill soil (not exceeding 12-inch depth in accordance with Section 1804A.6). b. Soil scarification or recompaction not exceeding 12-inch depth. c. Native or fill soil supporting exterior nonstructural flatwork, including sidewalks, site concrete ramps, site stairs, parking lots, driveways and similar cases. d. Unpaved landscaping and playground areas. e. Utility trench backfill not exceeding 12-inch depth.

-inch depth in accordance with Section 1804A.6)._ b. Soil scarification or recompaction not exceeding 12-inch depth. c. Native or fill soil supporting exterior nonstructural flatwork, including sidewalks, site concrete ramps, site stairs, parking lots, driveways and similar cases. d. Unpaved landscaping and playground areas. e. Utility trench backfill not exceeding 12-inch depth.

TABLE 1705A.6—REQUIRED SPECIAL INSPECTIONS AND TESTS OF SOILS

TYPE	CONTINUOUS SPECIAL INSPECTION	PERIODIC SPECIAL INSPECTION
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. During fill placement, verify use of proper materials and procedures in accordance with the provisions of the approved geotechnical report. Verify densities and lift thicknesses during placement and compaction of compacted fill.	X	—
5. Prior to placement of compacted fill, inspect subgrade and verify that site has been prepared properly.	—	X

1705A.6.1 Soil fill. All fills used to support the foundations of any building or structure shall be continuously inspected by the geotechnical engineer or his or her qualified representative. It shall be the responsibility of the geotechnical engineer to verify that fills meet the requirements of the approved construction documents and to coordinate all fill inspection and testing during construc- tion involving such fills.

The duties of the geotechnical engineer or his or her qualified representative shall include, but need not be limited to, the inspec- tion of cleared areas and benches prepared to receive fill; inspection of the removal of all unsuitable soils and other materials; the approval of soils to be used as fill material; the inspection of placement and compaction of fill materials; the testing of the completed fills; and the inspection or review of geotechnical drainage devices, buttress fills or other similar protective measures in accordance with the approved construction documents.

A verified report shall be submitted by the geotechnical engineer as required by the California Administrative Code. The report shall indicate that all tests and inspections required by the approved construction documents were completed and whether the tested materials and/or inspected work meet the requirements of the approved construction documents.

1705A.6.2 Earth-retaining shoring. Special inspections and tests of earth-retaining shoring shall be in accordance with applicable portions of Section 1812A.

1705A.6.3 Vibro stone columns. Special inspections and tests of vibro stone columns for ground improvement shall be in accordance with Section 1813A.5.

1705 A .7 Driven deep foundations. Special inspections and tests shall be performed during installation of driven deep foundation elements as specified in 1810A.3.3.1.2 and Table 1705 A .7. The approved geotechnical report and the construction documents prepared by the registered design professionals shall be used to determine compliance.

TABLE 1705A.7—REQUIRED SPECIAL INSPECTIONS AND TESTS OF DRIVEN DEEP FOUNDATION ELEMENTS

TYPE	CONTINUOUS SPECIAL INSPECTION	PERIODIC SPECIAL INSPECTION
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. Inspect 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 special inspections in accordance with Section 1705_A_.2.	In accordance with Section 1705_A_.2	In accordance with Section 1705_A_.2
6. For concrete elements and concrete-filled elements, perform tests and additional special inspections in accordance with Section 1705_A_.3.	In accordance with Section 1705_A_.3	In accordance with Section 1705_A_.3
7. For specialty elements, perform additional inspections as determined by the registered design professional in responsible charge.	In accordance with Statement of Special Inspections	In accordance with Statement of Special Inspections

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1705A.7.1 Driven deep foundations observation. The installation of driven deep foundations shall be continuously observed by a qualified representative of the geotechnical engineer responsible for that portion of the project.

The representative of the geotechnical engineer shall make a report of the deep foundation pile-driving operation giving such pertinent data as the physical characteristics of the deep foundation pile-driving equipment, identifying marks for each deep founda- tion pile, total depth of embedment for each deep foundation; and when the allowable deep foundation pile loads are determined by a dynamic load formula, the design formula used, and the permanent penetration under the last 10 blows. One copy of the report shall be sent to the enforcement agency.

1705 A .8 Cast-in-place deep foundations. Special inspections and tests shall be performed during installation of cast-in-place deep foundation elements as specified in 1810A.3.3.1.2 and Table 1705 A .8. The approved geotechnical report and the construction documents prepared by the registered design professionals shall be used to determine compliance.

TABLE 1705A.8—REQUIRED SPECIAL INSPECTIONS AND TESTS OF CAST-IN-PLACE DEEP FOUNDATION ELEMENTS

TYPE	CONTINUOUS SPECIAL INSPECTION	PERIODIC SPECIAL INSPECTION
1. Inspect 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 tests and additional special inspections in accordance with Section 1705_A_.3.	In accordance with Section 1705_A_.3	In accordance with Section 1705_A_.3

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1705A.8.1 Micropile tests. Micropile preproduction and production load tests shall be in accordance with Section 1810A.3.10.4.

1705 A .9 Helical pile foundations. Continuous special inspections shall be performed during installation of helical pile foundations. The information recorded shall include installation equipment used, pile dimensions, tip elevations, final depth, final installation torque and other pertinent installation data as required by the registered design professional in responsible charge. The approved geotechnical report and the construction documents prepared by the registered design professional shall be used to determine compliance.

1705A.9.1 Helical pile tests. Helical pile preproduction and production load tests shall be in accordance with Section 1810A.3.1.5.1.

1705 A .10 Structural integrity of deep foundation elements. Whenever there is a reasonable doubt as to the structural integrity of a deep foundation element, an engineering assessment shall be required. The engineering assessment shall include tests for defects performed in accordance with ASTM D4945, ASTM D5882, ASTM D6760 or ASTM D7949, or other approved method.

1705 A .11 Fabricated items. Special inspections of fabricated items shall be performed in accordance with Section 1704 A .2.5.

1705 A .12 Special inspections for wind resistance. Special inspections for wind resistance specified in Sections 1705 A .12.1 through 1705 A .12.3, unless exempted by the exceptions to Section 1704 A .2, are required for buildings and structures constructed in the following areas:

In wind Exposure Category B, where basic wind speed, V, is 150 mph (67 m/sec) or greater.
In wind Exposure Category C or D, where basic wind speed, V, is 140 mph (62.6 m/sec) or greater.

1705 A .12.1 Structural wood. 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 elements of the main windforce-resisting system, including wood shear walls, wood diaphragms, drag struts, braces and hold-downs.

1705 A .12.2 Cold-formed steel light-frame construction. Periodic special inspection is required for welding operations of elements of the main windforce-resisting system. Periodic special inspection is required for screw attachment, bolting, anchoring and other fastening of elements of the main windforce-resisting system, including shear walls, braces, diaphragms, collectors (drag struts) and hold-downs. [DSA-SS, DSA-SS/CC] Requirements specified in Section 1705A.2.9 shall also apply.

1705 A .12.3 Wind-resisting components. Periodic special inspection is required for fastening of the following systems and components:

Roof covering, roof deck and roof framing connections.
Exterior wall covering and wall connections to roof and floor diaphragms and framing.

1705 A .13 Special inspections for seismic resistance. Special inspections for seismic resistance shall be required as specified in Sections 1705 A .13.1 through 1705 A .13.9, unless exempted by the exceptions of Section 1704 A .2.

1705 A .13.1 Structural steel. Special inspections for seismic resistance shall be in accordance with Section 1705 A .13.1.1 or 1705 A .13.1.2, as applicable.

1705 A .13.1.1 Seismic force-resisting systems. Special inspections of structural steel in the seismic force-resisting systems in buildings and structures assigned to Seismic Design Category D, E or F shall be performed in accordance with the quality assurance requirements of AISC 341 and this code.

[DSA-SS, DSA-SS/CC] Quality assurance application is not permitted for the following AISC 341, Chapter J Sections: 1. J6 (Inspection Tasks).

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2. J7 (Welding Inspection and Nondestructive Testing). 3. J10 (Inspection of Composite Structures). 4. J11 (Inspection of H-Piles).

Additionally, the applicable portions in Table 1705A.2.1 of the California Building Code shall apply.

1705 A .13.1.2 Structural steel elements. Special inspections of structural steel elements in the seismic force-resisting systems of buildings and structures assigned to Seismic Design Category D, E or F other than those covered in Section 1705 A .13.1.1, including struts, collectors, chords and foundation elements, shall be performed in accordance with the quality assurance requirements of AISC 341 and this code .

[DSA-SS, DSA-SS/CC] Quality assurance application is not permitted for the following AISC 341, Chapter J Sections: 1. J6 (Inspection Tasks). 2. J7 (Welding Inspection and Nondestructive Testing). 3. J10 (Inspection of Composite Structures). 4. J11 (Inspection of H-Piles).

Additionally, the applicable portions in Table 1705A.2.1 of the California Building Code shall apply.

1705 A .13.2 Structural wood. For the seismic force-resisting systems of structures assigned to Seismic Design Category D, E or F:

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

1705 A .13.3 Cold-formed steel light-frame construction. For the seismic force-resisting systems of structures assigned to Seismic Design Category D, E or F, periodic special inspection shall be required for both:

Welding operations of elements of the seismic force-resisting system.
Screw attachment, bolting, anchoring and other fastening of elements of the seismic force-resisting system, including shear walls, braces, diaphragms, collectors (drag struts) and hold-downs.

[DSA-SS, DSA-SS/CC] Requirements specified in Section 1705A.2.9 shall also apply.

1705 A .13.4 Special inspection for special seismic certification . For structures assigned to Seismic Design Category D, E or F, the special inspector shall examine equipment and components requiring special seismic certification in accordance with Section 1705A.14.3 or ASCE 7 , Section 13.2.3 and verify that the label, anchorage and mounting conform to the certificate of compliance.

1705 A .13.5 Architectural components. Periodic special inspection is required for the erection and fastening of exterior cladding, interior and exterior nonbearing walls, ceilings and interior and exterior veneer in structures assigned to Seismic Design Category D, E or F.

[OSHPD 1] E x ception: Periodic special inspection is not required where continuous inspection of the work is performed in accor- dance with Section 7-145 of the CAC .

1705 A .13.5.1 Access floors. Periodic special inspection is required for the anchorage of access floors in structures assigned to Seismic Design Category D, E or F.

1705A.13.5.2 Structural sealant glazing. Special inspection shall be in accordance with Section 2410.1.2 Item 9.

1705 A .13.6 Plumbing, mechanical and electrical components. Periodic special inspection of plumbing, mechanical and electrical components shall be required for the following:

Anchorage of electrical equipment for emergency and standby power systems in structures assigned to Seismic Design Category D, E or F.
Anchorage of other electrical equipment in structures assigned to Seismic Design Category D, E or F.
Installation and anchorage of piping systems designed to carry hazardous materials and their associated mechanical units in structures assigned to Seismic Design Category D, E or F.
Installation and anchorage of ductwork designed to carry hazardous materials in structures assigned to Seismic Design Category D, E or F.
Installation and anchorage of vibration isolation systems in structures assigned to Seismic Design Category D, E or F where the approved construction documents require a nominal clearance of [1] / 4 inch (6.4 mm) or less between the equipment support frame and restraint.
Installation of mechanical and electrical equipment, including duct work, piping systems and their structural supports, where automatic sprinkler systems are installed in structures assigned to Seismic Design Category D, E or F to verify one of the following: 6.1. Minimum clearances have been provided as required by Section 13.2.4 ASCE/SEI 7. 6.2. A nominal clearance of not less than 3 inches (76 mm) has been be provided between automatic sprinkler system drops and sprigs and: structural members not used collectively or independently to support the sprinklers; equipment attached to the building structure; and other systems’ piping.

Where flexible sprinkler hose fittings are used, special inspection of minimum clearances is not required.

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1705 A .13.7 Storage racks. Steel storage racks and steel cantilevered storage racks that are 8 feet (2438 mm) in height or greater and assigned to Seismic Design Category D, E or F shall be provided with periodic special inspection as required by Table 1705 A .13.7.

TABLE 1705A.13.7—REQUIRED INSPECTIONS OF STORAGE RACK SYSTEMS

TYPE	CONTINUOUS INSPECTION	PERIODIC INSPECTION	REFERENCED STANDARD	IBC REFERENCE
1. Materials used, to verify compliance with one or more of the material test reports in accordance with the approved construction documents.	—	X	—	—
2. Fabricated storage rack elements.	—	X	—	Section 1704_A_.2.5
3. Storage rack anchorage installation.	—	X	ANSI/MH16.1 Section 7.3.2	—
4. Completed storage rack system, to indicate compliance with the approved construction documents.	—	X	—	—

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1705 A .13.8 Seismic isolation and damping systems. Periodic special inspection shall be provided for seismic isolation and damping systems in structures assigned to Seismic Design Category D, E or F during the fabrication and installation of isolator units and energy dissipation devices. Continuous special inspection is required for prototype and production testing of isolator units and damping devices.

1705 A .14 Testing for seismic resistance. Testing for seismic resistance shall be required as specified in Sections 1705 A .14.1 through 1705 A .14.4, unless exempted from special inspections by the exception of Section 1704 A .2.

1705 A .14.1 Structural steel. Nondestructive testing for seismic resistance shall be in accordance with Section 1705 A .14.1.1 or 1705 A .14.1.2, as applicable.

1705 A .14.1.1 Seismic force-resisting systems. Nondestructive testing of structural steel in the seismic force-resisting systems in buildings and structures assigned to Seismic Design Category D, E or F shall be performed in accordance with the quality assurance requirements of AISC 341 and this code.

[DSA-SS, DSA-SS/CC] Quality assurance application is not permitted for the following AISC 341, Chapter J Section: 1. J7 (Welding Inspection and Nondestructive Testing).

Additionally, the applicable portions in Table 1705A.2.1 of the California Building Code shall apply.

1705 A .14.1.2 Structural steel elements. Nondestructive testing of structural steel elements in the seismic force-resisting systems of buildings and structures assigned to Seismic Design Category D, E or F other than those covered in Section 1705 A .14.1.1, including struts, collectors, chords and foundation elements, shall be performed in accordance with the quality assurance requirements of AISC 341 and this code.

[DSA-SS, DSA-SS/CC] Quality assurance application is not permitted for the following AISC 341, Chapter J Section: 1. J7 (Welding Inspection and Nondestructive Testing).

Additionally, the applicable portions in Table 1705A.2.1 of the California Building Code shall apply.

1705 A .14.2 Nonstructural components. For structures assigned to Seismic Design Category D, E or F, where the requirements of Section 13.2.1 of ASCE 7 for nonstructural components, supports or attachments are met by manufacturer’s certification as specified in Item 2 therein, the registered design professional shall specify on the approved construction documents the requirements for seismic certification by analysis or testing.

Seismic sway bracing components satisfying requirements of ANSI/FM 1950, ANSI/ASHRAE 171, or using an alternative testing protocol approved by the building official shall be deemed to satisfy the requirements of this section.

[OSHPD 1 & 4] Note: Deemed to comply provisions provide acceptable options to comply with the code but do not mandate their use. Alternative systems in accordance with Section 104.2.3 and the California Administrative Code Section 7-104 are always accept- able when approved by the building official.

1705A.14.2.1 Structural sealant glazing testing. Testing and the manufacturer’s certification shall be in accordance with Section 2410.1.2.

1705 A .14.3 Special seismic certification . For structures assigned to Seismic Design Category D, E or F equipment and components that are subject to the requirements of Section 13.2.4 of ASCE 7 for special seismic certification, the registered design professional shall specify on the approved construction documents the requirements to be met by analysis or testing as specified therein. Certificates of compliance documenting that the requirements are met shall be submitted to the building official as specified in Section 1704 A .5.

Active or energized equipment and components shall be certified exclusively on the basis of approved shake table testing in accor- dance with ICC-ES AC 156 or equivalent shake table testing criteria approved by the building official. Minimum of two equipment/components shall be tested for a product line with similar structural configuration. Where a range of products are tested,

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the two equipment/components shall be either the largest and a small unit, or approved alternative representative equip- ment/components.

Exception: When a single product (and not a product line with more than one product with variations) is certified and manufactur- ing process is ISO 9001 certified, one test shall be permitted.

For a multi-component system, where active or energized components are certified by tests, connecting elements, attachments and supports can be justified by supporting analysis.

1705A.14.3.1 Special seismic certification. [OSHPD 1 & 4] Special seismic certification shall be required for the following systems, equipment and components: 1. Emergency and standby power systems. 2. Elevator equipment (excluding elevator cabs). 3. Components with hazardous contents.

4. Exhaust and smoke control fans.

5. Switchgear and switchboards.

6. Motor control centers.

7. Imaging equipment needed for diagnostic services of emergency/trauma patients, a minimum of one such equipment. 8. Air conditioning units excluding Variable/Constant Air Volume (VAV/CAV) boxes up to 75 lbs. 9. Air handling units. 10. Chillers, including associated evaporators, and condensers. 11. Cooling towers.

12. Transformers.

13. Electrical substations.

14. UPS and batteries.

15. Panelboards as defined in the California Electrical Code (CEC) Article 100. 16. Industrial control panels as defined in the California Electrical Code (CEC) Article 100. 17. Power isolation and correction systems. 18. Motorized surgical lighting systems. 19. Motorized operating table systems. 20. Internal communication servers, routers and switches failure of which could impair the continued operation of the facility. 21. Medical gas and vacuum systems. 22. Electrical busways as defined in UL 857. 23. Electrical control panels powered by the life safety branch in accordance with the California Electrical Code (CEC) Article 517.33 or the critical branch in accordance with the California Electrical Code (CEC) Article 517.34.

Exceptions: 1. Equipment and components weighing not more than 75 lbs. rigidly attached to structures or surface mounted on equipment or components that are not required to have special seismic certification by this section. 2. Mobile equipment/components. 3. Pipes, ducts, conduits and cable trays, excluding in-line equipment and components. 4. Underground tanks. 5. Electric motors, base-mounted horizontal pumps and compressors. 6. Based-mounted vertical pumps up to 20 hp. 7. Substitution of certified active subcomponents up to operating weight of 10 lbs. 8. Components where importance factor, I p , is permitted to be 1.0 by this code. 9. Emergency generators up to 25 kilowatts. 10. Equipment and components used for clinical trials only. 11. Elevator machines and governors. 12. Temporary and Interim equipment.

For Exceptions 5, 6 and 7:

Exempt subcomponents, which are an integral part of equipment that require special seismic certification, shall be tested attached to the equipment. Exempt subcomponents shall be permitted to be substituted without testing, provided that the substituted subcomponent relative to the certified subcomponent has: 1. Similar configuration with equivalent function. 2. Supports and attachments of similar configuration with equivalent strength and stiffness.

3. Same attachment location.

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SPECIAL INSPECTIONS AND TESTS

4. Changes in dimensions, center of gravity and mass, of not more than 10 percent of the certified subcomponent and still meets Exception 5, 6 or 7. 5. Manufacturing process with ISO 9001 certification.

1705 A .14.4 Seismic isolation and damping systems. Seismic isolation and damping systems in structures assigned to Seismic Design Category D, E or F shall be tested in accordance with Section 17.8 and 18.6 of ASCE 7.

Prototype and production testing and associated acceptance criteria for isolator units and damping devices shall be subject to preapproval by the building official. Testing exemption for similar units shall require approval by the building official.

[BF] 1705 A .15 Sprayed fire-resistive materials (SFRM). Special inspections and tests of sprayed fire-resistive materials (SFRM) applied to floor, roof and wall assemblies and structural members shall be performed in accordance with Sections 1705 A .15.1 through 1705 A .15.6. Special inspections shall be based on the fire-resistance design as designated in the approved construction documents. The tests set forth in this section shall be based on samplings from specific floor, roof and wall assemblies and structural members. Special inspections and tests shall be performed during construction with an additional visual inspection after the rough installation of electrical, automatic sprinkler systems, mechanical and plumbing systems and suspension systems for ceilings, and before concealment where applicable. The required sample size shall not exceed 110 percent of that specified by the referenced standards in Sections 1705 A .15.4.1 through 1705 A .15.4.9.

[BF] 1705 A .15.1 Physical and visual tests. The special inspections and tests shall include the following to demonstrate compliance with the listing and the fire-resistance rating:

Condition of substrates.
Thickness of application.
Density in pounds per cubic foot (kg/m [3] ).
Bond strength adhesion/cohesion.
Condition of finished application.

[BF] 1705 A .15.2 Structural member surface conditions. The surfaces shall be prepared in accordance with the approved fireresistance design and the written instructions of approved manufacturers. The prepared surface of structural members to be sprayed shall be inspected by the special inspector before the application of the SFRM.

[BF] 1705 A .15.3 Application. The substrate shall have a minimum ambient temperature before and after application as specified in the written instructions of approved manufacturers. The area for application shall be ventilated during and after application as required by the written instructions of approved manufacturers.

[BF] 1705 A .15.4 Thickness. Not more than 10 percent of the thickness measurements of the SFRM applied to floor, roof and wall assemblies and structural members shall be less than the thickness required by the approved fire-resistance design, and none shall be less than the minimum allowable thickness required by Section 1705 A .15.4.1.

[BF] 1705 A .15.4.1 Minimum allowable thickness. 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 E605. Samples of the SFRM shall be selected in accordance with Sections 1705 A .15.4.2 and 1705 A .15.4.3.

nimum 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 E605. Samples of the SFRM shall be selected in accordance with Sections 1705 A .15.4.2 and 1705 A .15.4.3.

[BF] 1705 A .15.4.2 Floor, roof and wall assemblies. The thickness of the SFRM applied to floor, roof and wall assemblies shall be determined in accordance with ASTM E605, making not less than four measurements for each 1,000 square feet (93 m [2] ) of the sprayed area, or portion thereof, in each story.

[BF] 1705 A .15.4.3 Cellular decks. Thickness measurements shall be selected from a square area, 12 inches by 12 inches (305 mm by 305 mm) in size. Not fewer than four measurements shall be made, located symmetrically within the square area.

[BF] 1705 A .15.4.4 Fluted decks. Thickness measurements shall be selected from a square area, 12 inches by 12 inches (305 mm by 305 mm) in size. Not fewer than four measurements shall be made, located symmetrically within the square area, including one each of the following: valley, crest and sides. The average of the measurements shall be reported.

[BF] 1705 A .15.4.5 Structural members. The thickness of the SFRM applied to structural members shall be determined in accordance with ASTM E605. Thickness testing shall be performed on not less than 25 percent of the structural members on each floor.

[BF] 1705 A .15.4.6 Beams and girders. At beams and girders thickness measurements shall be made at nine locations around the beam or girder at each end of a 12-inch (305 mm) length.

[BF] 1705.15.4.7 Joists and trusses. At joists and trusses, thickness measurements shall be made at seven locations around the joist or truss at each end of a 12-inch (305 mm) length.

[BF] 1705 A .15.4.8 Wide-flanged columns. At wide-flanged columns, thickness measurements shall be made at 12 locations around the column at each end of a 12-inch (305 mm) length.

[BF] 1705 A .15.4.9 Hollow structural section and pipe columns. At hollow structural section and pipe columns, thickness measurements shall be made at not fewer than four locations around the column at each end of a 12-inch (305 mm) length.

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[BF] 1705 A .15.5 Density. The density of the SFRM shall be not less than the density specified in the approved fire-resistance design. Density of the SFRM shall be determined in accordance with ASTM E605. The test samples for determining the density of the SFRM shall be selected as follows:

From each floor, roof and wall assembly at the rate of not less than one sample for every 2,500 square feet (232 m [2] ) or portion thereof of the sprayed area in each story.
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 m [2] ) of floor area or portion thereof in each story.

[BF] 1705 A .15.6 Bond strength. The cohesive/adhesive bond strength of the cured SFRM applied to floor, roof and wall assemblies and structural members shall be not 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 E736 by testing in-place samples of the SFRM selected in accordance with Sections 1705 A .15.6.1 through 1705 A .15.6.3.

[BF] 1705 A .15.6.1 Floor, roof and wall assemblies. The test samples for determining the cohesive/adhesive bond strength of the SFRM shall be selected from each floor, roof and wall assembly at the rate of not less than one sample for every 2,500 square feet (232 m [2] ) of the sprayed area, or portion thereof, in each story.

[BF] 1705 A .15.6.2 Structural members. The test samples for determining the cohesive/adhesive bond strength of the SFRM shall be selected from beams, girders, trusses, columns and other structural members at the rate of not less than one sample for each type of structural member for each 2,500 square feet (232 m [2] ) of floor area or portion thereof in each story.

[BF] 1705 A .15.6.3 Primer, paint and encapsulant bond tests. Bond tests to qualify a primer, paint or encapsulant shall be conducted where the SFRM is applied to a primed, painted or encapsulated surface for which acceptable bond-strength performance between these coatings and the SFRM has not been determined. A bonding agent approved by the SFRM manufacturer shall be applied to a primed, painted or encapsulated surface where the bond strengths are found to be less than required values.

[BF] 1705 A .16 Intumescent fire-resistive materials. Special inspections and tests for intumescent fire-resistive materials applied to structural elements and decks shall be performed in accordance with AWCI 12-B. Special inspections and tests shall be based on the fire-resistance design as designated in the approved construction documents. Special inspections and tests shall be performed during construction. Additional visual inspection shall be performed after the rough installation and, where applicable, prior to the concealment of electrical, automatic sprinkler, mechanical and plumbing systems.

[BF] 1705 A .17 Exterior insulation and finish systems (EIFS). Special inspections shall be required for all EIFS applications.

Exceptions:

Special inspections shall not be required for EIFS applications installed over a water-resistive barrier with a means of draining moisture to the exterior.
Special inspections shall not be required for EIFS applications installed over masonry or concrete walls.

[BF] 1705 A .17.1 Water-resistive barrier coating. A water-resistive barrier coating complying with ASTM E2570 requires special inspection of the water-resistive barrier coating where installed over a sheathing substrate.

[BF] 1705 A .18 Fire-resistant penetrations and joints. In high-rise buildings, in buildings assigned to Risk Category III or IV, or in fire areas containing Group R occupancies with an occupant load greater than 250, special inspections for through-penetrations, membrane penetration firestops, fire-resistant joint systems and perimeter fire containment systems that are tested and listed in accordance with Sections 714.4.1.2, 714.5.1.2, 715.3.1 and 715.4 shall be in accordance with Section 1705 A .18.1 or 1705 A .18.2.

[DSA SS, DSA-SS/CC] Buildings assigned to Risk Category II, III or IV shall be subject to special inspections for fire-resistant penetrations and joints.

[BF] 1705 A .18.1 Penetration firestops. Inspections of penetration firestop systems that are tested and listed in accordance with Sections 714.4.1.2 and 714.5.1.2 shall be conducted by an approved agency in accordance with ASTM E2174.

[BF] 1705 A .18.2 Fire-resistant joint systems. Inspection of fire-resistant joint systems that are tested and listed in accordance with Sections 715.3.1 and 715.4 shall be conducted by an approved agency in accordance with ASTM E2393.

[F] 1705 A .19 Testing for smoke control. Smoke control systems shall be tested by a special inspector.

[F] 1705 A .19.1 Testing scope. The test scope shall be as follows:

During erection of ductwork and prior to concealment for the purposes of leakage testing and recording of device location.
Prior to occupancy and after sufficient completion for the purposes of pressure difference testing, flow measurements and detection and control verification.

[F] 1705 A .19.2 Qualifications. Approved agencies for smoke control testing shall have expertise in fire protection engineering, mechanical engineering and certification as air balancers.

1705 A .20 Sealing of mass timber. Periodic special inspections of sealants or adhesives shall be conducted where sealant or adhesive required by Section 703.7 is applied to mass timber building elements as designated in the approved construction documents.

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301.4 Use of shipping containers repurposed as buildings and building components. ¶

Use of shipping containers repurposed as buildings and building components is not permitted by the California Building Code (CBC) Section 3115.

1710A.2.2 ICC 1200 Section 503.1. Modify ICC 1200 Section 503.1 by adding the following:

Quality Assurance/Quality Control (QA/QC) shall satisfy all the requirements for Testing, Inspection, and Observation (TIO) in the California Building Standards Code (CBSC).

1710A.3 Regulatory compliance. ¶

In addition to other applicable requirements in this code, off-site construction shall be inspected and regulated in accordance with ICC 1205, with texts modified by Sections 1710A.3.1 through 1710A.3.2.

1710A.3.1 ICC 1205 Section 302.1. Modify ICC 1205 Section 302.1 by adding the following:

Construction documents for plan approval shall satisfy all the requirements in the California Building Standards Code (CBSC).

1710A.3.2 ICC 1205 Section 501.1. Modify ICC 1205 Section 501.1 by adding the following:

Testing, Inspection, and Observation (TIO) program shall satisfy all the requirements in the California Building Standards Code (CBSC).

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CALIFORNIA BUILDING CODE – MATRIX ADOPTION TABLE

CHAPTER 18 – SOILS AND FOUNDATIONS

(Matrix Adoption Tables are nonregulatory, intended only as an aid to the code user. See Chapter 1 for state agency authority and building applications.)

Adopting agency	BSC	BSC- CG	SFM	HCD			DSA			OSHPD							BSCC	DPH	AGR	DWR	CEC	CA	SL	SLC
Adopting agency	BSC	BSC- CG	SFM	1	2	1/AC	AC	SS	SS/CC	1	1R	2	3	4	5	6	6	6	6	6	6	6	6	6
Adopt entire chapter	X												X			X
Adopt entire chapter as amended (amended sections listed below)				X	X						X	X			X
Adopt only those sections that are listed below
Chapter / Section
1801.1.1 – 1801.1.3											X	X			X
1802.1				X
1803.1											X	X			X
1803.1.1 – 1803.1.1.5				X
1803.2											X	X			X
1803.3.1											X	X			X
1803.6											X	X			X
1803.7											X	X			X
1804.4.1				X
1805.2											X	X			X
1805.4.1				X
1807.1.3											X	X			X
1807.1.4											X	X			X
1807.1.5											X	X			X
1807.1.6											X	X			X
1807.2.2											X	X			X
1808.8											X	X			X
Table 1808.8.1											X	X			X
1808.8.6											X	X			X
1809.3											X	X			X
1809.7											X	X			X
1809.8											X	X			X
1809.9											X	X			X
1809.12											X	X			X
1809.15											X	X			X
1810.3.1.5.1											X	X			X
1810.3.2.4											X	X			X
1810.3.3.1.9											X	X			X
1810.3.5.3.3											X	X			X
1810.3.8											X	X			X
1810.3.10.4				X
1810.3.10.4.1											X	X			X
1810.3.11											X	X			X
1810.3.11.2											X	X			X
1810.4.1.5											X	X			X
1811 – 1813											X	X			X

The state agency does not adopt sections identified with the following symbol:

The Office of the State Fire Marshal’s adoption of this chapter or individual sections is applicable to structures regulated by other state agencies pursuant to Section 1.11.

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